P/2016/00474
Received 24.03.2016
Ground Investigation Report Branston Locks Development Phase 1
CON-GE-BHAM-COSTCDX8620-GIR-001 Revision 0 February 2016
Project Name Branston Locks Development Phase 1 Document Title Ground Investigation Report
1 EXECUTIVE SUMMARY
The Branston Locks Housing Development is being undertaken by Nurton Development (Quintus) Ltd, west of the A38, Burton upon Trent. Staffordshire County Council are overseeing the expansion of the highways infrastructure associated with the development and have commissioned Amey to develop the highways scheme; Phase 1 of the project is to develop new access routes from Branston Road to the proposed Branston Locks Housing Development including a new canal bridge across the Trent and Mersey Canal.
This Geotechnical Investigation Report briefly outlines existing information available for the Phase 1 site access area, and presents the findings of the Ground Investigation undertaken along the proposed route of the Branston Locks Development Access Road. The ground investigation was conducted in November 2015 and included two combined percussive/rotary boreholes with a target depth of 20m, and six window sample holes with a target depth of 5m; the works were evenly split on either side of the Trent and Mersey Canal. Due to difficult ground conditions the bore hole on the eastern side of the canal was terminated before it reached a satisfactory depth; however it was decided that sufficient information had been collected during the investigation to not require further work. All other holes were advanced to depths sufficient to provide information critical to geotechnical design.
In-situ testing was conducted and samples submitted for geotechnical and chemical laboratory analysis. A ground water monitoring standpipe was installed in the borehole west of the canal.
Ground conditions were found to be River Terrace deposits composed of dense sands and gravels to a depth of 4.70m below ground level (bgl), overlying Weathered Mercia Mudstone to a depth of >16.20m bgl. The weathering grade of the mudstone is Grade IVa (matrix with occasional claystone pellets) where first encountered, reducing to Grade II (angular blocks of unweathered marl with virtually no matrix) by the terminal depth. The base of the Mercia Mudstone was not determined.
Shallow thicknesses of made ground were encountered at three test locations, and was observed to be reworked River Terrace Deposits. Where holes were advanced in the existing A38 Branston Roundabout embankments Cohesive Fill was encountered to depths of 4.7m; this material displays characteristics of reworked Mercia Mudstone. Inspection pits advanced in proximity to the Trent and Mersey Canal showed Granular Fill material derived from River Terrace Deposits.
Geochemical testing provides no results of significant issue.
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Contents
1 EXECUTIVE SUMMARY ...... i
2 INTRODUCTION ...... 5 2.1 Scope and Objectives of Report ...... 5 2.2 Description of Project ...... 5 2.3 Geotechnical Category of Project ...... 6 2.4 Other Relevant Information ...... 6
3 EXISTING INFORMATION ...... 7 3.1 Topographic Maps (Old and Recent) ...... 7 3.2 Geological Maps and Memoirs ...... 7 3.3 Aerial Photography ...... 8 3.4 Records of Mines and Mineral Deposits ...... 9 3.5 Land Use and Soil Survey Information ...... 9 3.6 Archaeological and Historical Investigations ...... 9 3.7 Existing Ground Investigation Data ...... 9 3.8 Consultation with Statutory Bodies and Agencies ...... 13 3.9 Flood Records ...... 13 3.10 Contaminated Land ...... 14 3.11 Other Relevant Information ...... 14
4 FIELD AND LABORATORY STUDIES ...... 15 4.1 Walkover Survey ...... 15 4.2 Geomorphological/Geological Mapping ...... 16 4.3 Ground Investigations ...... 16 4.4 Drainage Studies ...... 18 4.5 Geophysical Surveys ...... 18 4.6 Pile Tests ...... 18 4.7 Other Field Work ...... 18 4.8 Laboratory Investigation ...... 18
5 GROUND SUMMARY ...... 20 5.1 Geology and Ground Conditions ...... 20
6 GROUND CONDITIONS AND MATERIALS PROPERTIES ...... 23 6.1 Granular Fill ...... 23 6.2 Cohesive Fill ...... 24
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6.3 Made Ground ...... 28 6.4 River Terrace Deposits ...... 30 6.5 Mercia Mudstone ...... 33 6.6 Material Properties Summary ...... 41
7 ENGINEERING ASSESSMENT ...... 43 7.1 Ground Model ...... 43 7.2 Site Access Road ...... 44 7.3 Branston Locks Canal Bridge ...... 45
8 COMPARISON OF PROJECT OPTIONS AND RISKS ...... 53
9 REFERENCES ...... 57
10 GLOSSARY ...... 59
11 FIGURES ...... 61
12 DRAWINGS ...... 62
Appendix A Shepherd Gilmore Environment Limited: Report no. R0017 DH ME1072 borehole locations & extracts A.1 Appendix B CC Ground Investigation Ltd: Factual Ground Investigation Report B.2
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Tables
Table 3-1: Summary of Superficial Geology ...... 8 Table 3-2: Summary of Solid Geology ...... 8 Table 3-3: BGS Borehole Data [6] ...... 10 Table 3-4: Summary of Geology from SGE 2009 [9] ...... 11 Table 3-5: Summary of SGE Atterberg Limit Testing [9] ...... 11 Table 3-6 Summary of SGE One Dimensional Consolidation Test ...... 11 Table 3-7: Summary of SGE PSD Testing [9] ...... 12 Table 3-8: Summary of SGE pH, sulphate and sulphur analysis [9] ...... 12 Table 4-1:2015 GI Borehole Summary [16] ...... 17 Table 5-1: Borehole Log Summary ...... 21 Table 5-2: Generalised Interpreted Ground Conditions ...... 22 Table 6-1: Granular Fill PSD analysis results ...... 23 Table 6-2: Average Atterberg Limit Results – Cohesive Fill ...... 25 Table 6-3: Cohesive Fill PSD analysis results ...... 25
Table 6-4: Cohesive Fill Cu, mv value vs Depth ...... 27 Table 6-5: Average Atterberg Limit Results – Made Ground...... 28 Table 6-6: Made Ground PSD analysis results ...... 29 Table 6-7: Average Atterberg Limit Results – River Terrace Deposits ...... 30 Table 6-8: River Terrace Deposit PSD analysis results ...... 31 Table 6-9: Average Atterberg Limit Results – Mercia Mudstone ...... 34 Table 6-10: Mercia Mudstone PSD analysis results ...... 34 Table 6-11: Corrected SPT values: Mercia Mudstone ...... 36
Table 6-12: Mercia Mudstone cu values – SPT derived and published data ...... 37 Table 6-13: Undrained Unconfined Triaxial testing – Mercia Mudstone Grade IVa ...... 37 Table 6-14: One-dimensional Consolidation testing – Mercia Mudstone Grade IVa ...... 38 Table 6-15: Mercia Mudstone Eu, E’ and v values ...... 39 Table 6-16: Point Load testing – Mercia Mudstone Grade II ...... 40 Table 6-17: ACEC classifications – Mercia Mudstone ...... 40 Table 6-18: Summary of Material Properties...... 41 Table 6-19: Characteristic Geotechnical Parameters ...... 42 Table 7-1: Settlement Reduction Options For Embankment Construction ...... 47 Table 7-2: Embankment Fill Options ...... 48 Table 7-3: Options for Branston Locks Canal Bridge...... 49 Table 8-1: Risk Evaluation Matrix ...... 54 Table 8-2: Geotechnical Risk Register ...... 55
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2 INTRODUCTION
2.1 Scope and Objectives of Report
The scope and objectives of this Ground Investigation Report (GIR) is to interpret the information gathered during the ground investigation (GI), and to present a geotechnical evaluation of the information stating the assumptions made in the interpretation of the test results.
This report has been prepared in accordance with the Design Manual for Roads and Bridges (DMRB) Volume 4 Section 1 Part 2 HD22/08 [1] specifically Appendix D. As the project is not currently understood to impact Highways England (HE) assets this report will not be subjected to the HE certification process; however if planned works are altered to such an extent that they do affect HE property Key Stage 2 Preliminary Certification will be sought.
2.2 Description of Project
Branston Locks was identified as a principle Greenfield development site to establish a new sustainable community on the periphery of Burton upon Trent. The scheme aims to develop the Branston Locks area with appropriate infrastructure to become self- sustaining, supporting local growth and contributing to the overall urban development of Burton upon Trent. The housing development is being undertaken by Nurton Development (Quintus) Ltd, with Staffordshire County Council (SCC) undertaking highways infrastructure development.
Amey have been commissioned by SCC to undertake the following aspects of the scheme, focused on providing information pertinent to Phase 1 of the scheme;
1. To assist in the design, delivery and interpretation of a site investigation programme for Phase 1 of the works.
2. To assist in the design of the earthworks associated with the construction of the access road for the Branston Locks development.
3. To assist in the design of the foundations of the new bridge structure associated with the construction of the access road for the Branston Locks development.
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The GI was commissioned in order to identify the ground conditions and material properties along the proposed route of the Phase 1 access road. Amey invited four ground investigation specialists to tender for the work, of which CC Ground Investigations Ltd (CCG) was awarded the contract.
2.3 Geotechnical Category of Project
On the basis of the available information the scheme is considered to fall within Geotechnical Category 2 as defined in HD22/08 [1]. As project area comes under the jurisdiction of SCC rather than Highways England this document will not be submitted for Geotechnical Certification.
2.4 Other Relevant Information
No other relevant information is known to be applicable to the project at the time of writing.
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3 EXISTING INFORMATION
Existing information has been comprehensively reviewed in the Branston Locks Development Phase 1 Preliminary Sources Study Report (PSSR) [2]. The following information summarizes the findings of the PSSR.
3.1 Topographic Maps (Old and Recent)
The topography of the site has been determined using historic Ordnance Survey (OS) maps, and Current OS Maps Ref [3].
The Branston Locks Development Site is predominantly flat arable farm land with a number of isolated domestic and farm buildings scattered across the area. The site is roughly ‘bottle-shaped’ and is bound on the east by the A38; the north by Shobnall Road; the west by wooded hills; and the south by Branston Lane. The site is approximately 1.36 hectares in area. The Trent and Mersey Canal bisects the site on a southwest-northeast trend, with approximately two-thirds of the site to the west of the canal and one-third to the east. The Phase 1 Site Access area is located in the south-eastern corner of the Development Site (Figure 1)
OS Maps indicate the site topography to be generally flat and low lying at an elevation of approximately 48m above Ordnance Datum (AOD).
Historical OS Maps available in the project Design Access Statement [4] have been examined to determine historical land use and development. The earliest available map from 1888 indicates that the site is predominantly defined farming fields, with a small number residential and farm buildings scattered through the area. The Trent and Mersey Canal is present on site, and the Branston Road overbridge is in place. The Settlement of Branston is a short distance to the south-east of the site. The historic layout and use of the site changes very little as successive OS maps are viewed; field boundaries show minor changes and new farm buildings are erected, but essentially the site remains the same. In the immediate vicinity to the site the A38 is constructed in between 1955 and 1991, during which time there is an increase in the number of residential properties in the Branston Road areas.
3.2 Geological Maps and Memoirs
An examination of the British Geological Survey (BGS) 1:50,000 Sheet 140 [5] and information provided by the BGS Geoindex [6] have been undertaken.
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Artificial ground has not been identified by the BGS in close proximity to the proposed route of the access road and canal bridge; however the historic construction of the A38 and the canal are likely to have resulted in engineered fill material being encountered within the Phase 1 Access site location.
The study area is recorded to be underlain by the superficial deposits described in Table 3-1, and solid geology described in Table 3-2. Figure 2 provides geological map extracts.
Table 3-1: Summary of Superficial Geology
Age Strata Description
Generally poorly sorted rounded sandy gravels with syndepositional ice wedge Pleistocene River Terrace Deposit casts. May contain frequent clay and peat (Quaternary) (Holme Pierrepont Terrace) lenses. Typically 1 to 2m above the flood plain
Table 3-2: Summary of Solid Geology
Age Strata Description
Mainly red-brown to dark red mudstone and silty mudstone with subordinate bands Triassic Mercia Mudstone Group (skerries) of pale brown to grey sandstone and grey-green siltstone
The Tutbury Gypsum is inferred to outcrop in proximity to the south-western border of the Branston Locks Development site.
3.3 Aerial Photography
Recent aerial photography [3] reveals contemporary land use as predominantly arable agriculture with a residential property (Bridgefield House) located immediately east of the Trent and Mersey Canal. The Canal is seen to be active, with Narrow boats visible in the channel and a tow path running parallel on the eastern bank. Overhead utility cables are present within the fields on the western half of the site.
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3.4 Records of Mines and Mineral Deposits
Branston is listed on the Coal Authority Coal Mining and Brine Gazetteer [7] as potentially requiring a Coal mining and Brine subsidence report. Interrogation of the BGS website [6], and the Coal Authority Gazetteer, indicates the location of mining activities is outside the region of concern for the site.
Review of the historical OS maps [3] indicate a large opencast gravel pit to the south west section of the site, as well as two old Marl Pits to the north west, no records of mining activity within the site boundary have been ascertained.
The Tutbury Gypsum band is inferred to outcrop in proximity to the south-western boundary of the site. The Tutbury Gypsum is recognised as an important resource, and is commercially worked in both open cast and underground mining operations in the region [8]
3.5 Land Use and Soil Survey Information
A review of historic maps [4] identified that the area that the site is located on has been predominately agricultural since 1888, with a small number of residential and farm building being constructed in the area. Between the 1950’s and 1990’s the A38 was constructed to the east of the site.
Soil Survey information is supplied in Section 3.7.
3.6 Archaeological and Historical Investigations
No historical or archaeological investigations have been conducted in the area of interest.
3.7 Existing Ground Investigation Data
Six boreholes have been identified in BGS [6] records that are located within the Branston Locks Development Site details of the strata encountered are given in Table 3-3 (depths given in metres below ground level – m bgl). No boreholes are located within the Phase 1 Access Area (Figure 3).
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Table 3-3: BGS Borehole Data [6]
River Terrace Hole Mercia Mudstone Ground Water Deposits
SK22SW138 0m – 4.2m 4.2m – 6.0m* 3.9m
SK22SW136 0m – 3.5m 3.5m – 6.0m* N/A
SK22SW135 0m – 2.4m 2.4m –5.5m* N/A
SK22SW39 0m – 4.3m 4.2m – 11.6m* N/A†
SK22SW60 0m – 8.0m 8.0m – 8.1m* 1.7m
SK22SW60 0m – 7.0m 7.0m – 7.5m* 1.5m
Notes: * Denotes base of stratum not defined
† No groundwater noted, however geology record is from a well
A Geo-environmental Investigation and Quantitative Risk Assessment commissioned by Nurton Developments Ltd and executed by Shepherd Gilmour Environment Limited (SGE) in 2009 [9] across the Branston Locks Development Site. This GI work included 106 window sample hole, and 9 percussive boreholes; however only two of these holes were within the Phase 1 site (location map and bore hole logs presented in Appendix A). Information contained within the SGE report is useful in forming a generalised ground profile for the area of interest, despite no in-situ or laboratory testing was conducted within the Phase 1 area. The geology encountered is summarised in Table 3-4.
Peat was encountered in five window sample holes located in the southwest of the development site; these holes are located approximately 350m west of the Phase 1 area.
Groundwater strikes were observed in the sand and gravel deposits from 2m bgl to 5m bgl, rising to a minimum depth of 0.8m bgl.
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Table 3-4: Summary of Geology from SGE 2009 [9]
Stratum General Description Depth m bgl
Topsoil Topsoil 0 to 0.10 – 1.20
Brown gravelly clay with gravels Made Ground 0 to 0.25 - 1.0 and brick and roof tiles
Very soft, spongey, organic rich Peat 0 to 0.8 – 1.20 peat
Clay Firm to stiff brown clay 0.10 – 1.00 to 0.80 – 4.90
Fine to course Sand and fine to Sand and Gravel 0.30 – 2.90 to 4.50 – 8.10 course Gravels of mixed lithology
Weak to moderately weak Mudstone 4.80 – 7.60 to >6.10 - > 9.15 mudstone
Two samples from clay deposits were subjected to Atterberg Limit testing. Results are displayed in Table 3-5. Results of Atterberg limits test classify the clays as low to intermediate plasticity.
Table 3-5: Summary of SGE Atterberg Limit Testing [9]
Property Range
Moisture Content 18 - 27%
Liquid Limit 30.8 - 49.6%
Plastic Limit 15.8 - 22.2%
Plasticity Indices 15.0 - 27.4%
A single sample from the clay deposits was tested for coefficient of compressibility, the results of which are displayed in Table 3-6. This result corresponds to clays of medium compressibility.
Table 3-6 Summary of SGE One Dimensional Consolidation Test [9]
2 Exploratory Hole Depth (m bgl) MV (m /MN)
BH102 2.00-2.45 1.23
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Fifteen sand and gravel samples were subjected to particle size distribution (PSD) analysis, the results of which are summarized in Table 3-7.
Table 3-7: Summary of SGE PSD Testing [9]
Test Parameter Result
Cobbles 0% – 7%
Gravel 10% – 91% Particle Size Distribution Sand 9% – 64%
Silt 0%
Selected samples were subject to pH, sulphate and sulphur analysis, a summary of these is provided in Table 3-8.
Table 3-8: Summary of SGE pH, sulphate and sulphur analysis [9]
Parameter Result
pH Conditions 6.1 – 8.8
Soluble sulphate content <0.10 g/l
Total sulphur content <0.01% to 1.7%
Chemical analysis of soils and groundwater from across the development site was conducted as part of the Shepherd Gilmore’s site investigation; conclusions made for the entire development site that may be applicable to the Phase 1 Development are:
Elevated Chromium Levels across the site.
Total Petroleum Hydrocarbon (TPH) contamination and elevated Copper and Zinc concentrations at Lawns Farm.
TPH concentrations and elevated Copper sulphate and arsenic concentrations within groundwater at the site which may represent a potential risk to controlled water receptors.
Isolated Selenium contamination within shallow soils.
Potential for asbestos associated with the demolition of existing structures
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Heterogeneous ground conditions indicating the need for specific site investigation and risk assessment prior to development.
3.8 Consultation with Statutory Bodies and Agencies
During the design of the GI works the Canal and Rivers Trust (CRT) were consulted; works were not planned to take place within the CRT’s land, however given the sampling methodology being used it was important to ensure the GI work did not result in damage to the canal infrastructure. The CRT reviewed the Risk Assessments and Method Statements (RAMS), as well as further detailed information relating to sample locations and methodology. The CRT provided no objections to the planned GI work as it was to be conducted at a sufficient distance from the canal infrastructure to not pose a danger to the integrity of the canal.
The Multi-Agency Geographic Information for the Countryside (MAGIC) [10] was interrogated to identify any points of concern to be considered. The following issues were identified:
The Branston Water Park local Nature Reserve is present approximately 200m to the south of the site.
Woodland on the hillside bordering the west of the site is listed in the National Inventory of Woodland and Trees, and as a Priority Habitat (Deciduous woodland).
The land within the A38 Branston Roundabout gyratory is classified on the Priority Habitat Inventory as Deciduous Woodland.
Five species of birds are specified as being previously recorded within the area. These include Curlew, Lapwing, Redshank, Tree Sparrow and Yellow Wagtail.
3.9 Flood Records
Environment Agency (EA) flooding records [11] show the Site Access area to be situated in an area generally of very low, to low risk from flooding from rivers and surface water (Figure 4). It should be noted that the area to the west of the canal has a higher risk of flooding than the area to the east.
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A Flood Risk Assessment has been undertaken by SGE in October 2012 [12]. This report considers the entire Branston Locks Development Site and the area local to the site. The report concludes that there are relatively low risks of flooding from numerous sources in the vicinity of the development area and recommends mitigation measures to reduce flood risk.
3.10 Contaminated Land
No pollution incidents, or previous land uses with potential to contaminate are recorded within the study area on the EA website [11].
3.11 Other Relevant Information
No other relevant information is known to be applicable to the project at the time of writing.
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4 FIELD AND LABORATORY STUDIES
4.1 Walkover Survey
The primary function of the site walkover was is to confirm potential issues arising from preliminary sources of information and also to identify any geotechnical constraints that may not be discernible from desk study information. The site consists predominantly of open fields adjacent to Branston Road and the Trent and Mersey Canal. A residential building (Bridgefield House) and grounds are located in the south east of the site, with Branston road bordering the grounds to the south and the Trent and Mersey Canal to the west. The development area is relatively flat however embankments rise to a height of approximately 5m in border the eastern extent along Branston Road and the A38. A number of observations made during the site walkover have been summarised below:
Branston Bridge - located outside of the site area however is likely to be utilised for site access. Branston Bridge connects Branston Road over the Trent and Mersey Canal and has a weight limitation of 17 tonnes.
Trent and Mersey Canal - observed to be active with Barges passing through the area. Damage to the concrete on the western edge of the canal, which suggests a canal survey may be required to assess the risk of any damage during construction.
Farmed Fields– surface soils within the farmed areas were observed to be relatively firm however could not be closely inspected due to access restrictions. The fields were identified as being recently harvested. Track imprints from machinery on the soil surface were shallow and indicate intense rainfall may induce soft ground conditions. Access to fields on both sides of the canal is good, with gated access and flat conditions. An above ground storage tank was observed 280m north-west of the existing canal bridge; labelling indicated this held Liquid Fertiliser (Omex Nitroflo 30% N).
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Bridgefield House and Grounds was identified as a residential garden and confirmed as ‘springy underfoot’ owing to turf. A septic tank including surface assets were identified by the property tenants who reported the septic tank soakaway as being defective. Additionally the area in front of the building floods during intense rainfall. An overhead telephone line was observed coming to Bridgefield House.
Overheard power cables were identified crossing the development site from southwest to north east. A spur of this line terminates close to the Trent and Mersey Canal, where it is diverted underground.
4.2 Geomorphological/Geological Mapping
No additional geological or geomorphological mapping has been completed as part of this geotechnical investigation.
4.3 Ground Investigations
4.3.1 Description of fieldwork
The GI fieldwork was undertaken between 12th and 18th October 2015 by CCG in general accordance with the Eurocode 7 (EC7) Part 2, Ground Investigation and testing (1997) [13], BS5930:2015 [14] and BS10175:2001 [15].
The GI scope was specified by Amey to provide geotechnical information required for the preliminary and detailed design of the Branston Locks Development Site Access (Phase 1). Specialist GI contractors CCG supplied the following:
A single Commacchio MC300 multi-purpose track mounted rig to advance the two combined percussive/rotary boreholes up to 20m bgl.
A single Terrier 2002 track mounted rig to advance the six window sample holes up to 5.00m bgl.
During the GI works adverse ground conditions resulted in hole P1-BH02 failing to reach target depth; The Amey Engineer on site elected not to continue or re-drill the hole as sufficient ground information was deemed to have been obtained. Two additional inspection pits were advanced to identify the make-up of artificial ground associated with the Trent and Mersey Canal (P1-BH01A) and the A38 embankments (P1HP-01). Table 4-1 summarizes the locations, extent and installation of the ten boreholes.
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Table 4-1:2015 GI Borehole Summary [16]
Total Hole National Grid Reference Hole Type Depth Number (m) Easting Northing Elevation Installation Combined Groundwater BH01 Percussive/rotary 16.20 421714 321402 47.54 monitoring Borehole Standpipe BH01A Inspection Pit 0.75 421719 321397 48.16 No Installation Combined BH02 Percussive/rotary 3.20 421733 32171 47.76 No Installation Borehole WS01 Window Sample Hole 3.00 421614 321430 47.41 No Installation
WS02 Window Sample Hole 3.00 421649 321514 47.77 No Installation
WS03 Window Sample Hole 3.00 421677 321445 47.54 No Installation WS04 Window Sample Hole 2.00 421787 321350 48.08 No Installation WS05 Window Sample Hole 2.00 421826 321413 47.87 No Installation
WS06 Window Sample Hole 4.70 421841 321335 52.58 No Installation
HP01 Inspection Pit 1.05 421903 321329 48.08 No Installation
Drawing No. COSTCDX8620-GEO-002 illustrates the layout of the GI work.
4.3.2 Copy of Ground Investigation Report
Physical and digital copies of the report generated for the GI work have been supplied by CCG. This factual report [16] presents the locations of all exploratory holes, borehole logs, and laboratory results; a copy of the report is presented in Appendix B.
4.3.3 Results of in-situ tests
In-situ Standard Penetration Tests (SPTs) utilising split spoon sampler or solid cone methods were carried out at regular intervals in boreholes in accordance with BS 1377 Part 9 [17] and BS EN ISO 22476-3:2005 [18]. Results are given in the CCG Factual Report [16] (Appendix B) and displayed in Figure 8 of this report.
BS EN ISO 22476 [18] provides the following equation for adjusting Standard Penetration Resistance (N) values to account for the energy delivered to the drive
rods (N60 = N value adjusted to a reference energy ratio of 60%):
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Where Er is the energy ratio of the specific test equipment.
The CCG factual report (Appendix B) gives the Er value for the test equipment as
60.76%, therefore the adjusted N60 value is only fractionally higher than the
uncorrected ‘N’ value; when decimal rounding is applied N60 = N, therefore uncorrected N values are used for the derivations in Section 6.
4.4 Drainage Studies
No drainage studies were completed as part of this geotechnical investigation.
4.5 Geophysical Surveys
No geophysical surveys were completed as part of this geotechnical investigation.
4.6 Pile Tests
No pile testing was completed as part of this geotechnical investigation.
4.7 Other Field Work
On 13th November two inspection pits were excavated to determine the location of the BskyB fibre optic cables installed in the tow path on the eastern canal bank. This work was conducted by LG Construction and falls outside the scope of work of the Ground Investigation being reported in the document. A visual inspection was made of each hole by the Amey Geotechnical Engineer on site during the GI works. The tow path appears to have been constructed form re-worked river terrace materials. The cables were identified in a green four-inch duct at 0.51m depth in the north pit (321383E, 421731N), and 0.575m depth in the south pit (321366E, 421722N). As the pits did not form part of the GI work, and at the time of inspection no LG Construction personnel were not present on site; the Engineer did not interfere with the pits or services, and no samples were taken.
4.8 Laboratory Investigation
4.8.1 Description of tests
The following laboratory testing was undertaken on soil samples recovered from the site:
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Geotechnical laboratory testing:
• Natural moisture content (NMC);
• Liquid limit (LL), plastic limit (PL) and plasticity index (PI);
• Particle size distribution (PSD) and sedimentation;
• Quick undrained triaxial testing;
One-dimensional consolidation testing; and
Point load strength testing
Chemical & contamination tests:
• BRE SDI suite (Building Research Establishment);
Waste Acceptance Criteria (WAC) Testing;
Total Petroleum Hydrocarbon Criteria Working Group (TPH-CWG) testing;
Midi-S suite testing; and
Asbestos Screen.
Copies of laboratory testing results are contained within the CCG Factual Report 2015 [16] and are presented in Appendix B.
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5 GROUND SUMMARY
The following geological units were anticipated within the study area following the review of information sources.
Made Ground
River Terrace Deposits
Weathered Mercia Mudstone
This GIR will utilize the in-situ and laboratory observations and results of the CCG 2015 GI work (Appendix B). Preliminary Geotechnical Design Parameters have been derived from these ground investigations are outlined in Section 6.
Table 5-1 provides a summary of the general ground conditions present collected from the borehole data. The determination of Mercia Mudstone Weathering Grades is outlined in Section 6.5 of this document.
5.1 Geology and Ground Conditions
5.1.1 Geology
All exploratory hole information available to Amey has been reviewed for identifying the geology across the site. A plan showing the locations of all exploratory holes and cross-sections across the site are presented in Drawings No. COSTCDX8620-GEO-002 and COSTCDX8620-GEO-003.
The Code of Practice for Site Investigations [14] subdivides anthropogenic soils so as to differentiate between disturbed natural ground and engineered fill. This report therefore adopts the following terminology:
“Fill” is placed in a controlled manner.
“Made Ground” is placed without strict engineering control.
Made ground was observed on site, usually as the result of farming. Fill material was observed in two forms:
1. Granular Fill material associated with the construction of the Trent and Mersey Canal.
2. Cohesive Fill material associated with the construction of the A38.
Table 5-1 provides a borehole log summary of the encountered Strata.
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Table 5-1: Borehole Log Summary
Stratum BH01 BH01A BH02 WS01 WS02 WS03 WS04 WS05 WS06 HP01 (depth m bgl) 0.00 to Granular Fill ------0.751 0.00 to 0.00 to Cohesive Fill ------4.701 1.051 0.00 to 0.00 to 0.00 to Made Ground ------0.30 0.85 0.40 0.31 to 0.85 to 0.00 to 0.00 to 0.00 to 0.40 to 0.00 to River Terrace Deposits - - - 4.70 3.201 3.001 3.001 3.001 2.001 2.001 4.70 to Weathered Mercia Mudstone (Grade IVa)2 ------6.20 6.20 to Weathered Mercia Mudstone (Grade III)2 ------12.05 12.05 to Weathered Mercia Mudstone (Grade II)2 ------16.201 Ground water 0.90 - - 2.00 2.50 2.20 - 2.35 - -
Note: 1 Indicates base of strata not observed
2 Weathering grades determined in Section 6.5
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The generalised ground conditions expected to be found across the site are displayed in Table 5-2 and are noted as metres Above Ordnance Datum (m AOD). Note that this generalisation does not identify thicknesses of fill material in proximity to the A38 or Trent and Mersey Canal as these are anticipated to change with the varying alignment of these earthworks.
Table 5-2: Generalised Interpreted Ground Conditions
Stratum From (mAOD) To (mAOD)
Made Ground 47.7m 47.3m
River Terrace Deposits 47.3m 42.8m
Weathered Mercia Mudstone (Grade IVa)1 42.8m 41.3m
Weathered Mercia Mudstone (Grade III) 1 41.3m 35.5m
Weathered Mercia Mudstone (Grade II) 1 35.5m 31.34m 2
Groundwater 45.39m
Note: 1 Weathering grade determined in Section 6.5.1
2 Indicates base of strata not observed
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6 GROUND CONDITIONS AND MATERIALS PROPERTIES
The strata encountered during the 2015 GI programme, together with depths and thicknesses are summarised in Section 5. In-situ and laboratory testing results can be found in the GI Factual Reports attached in Appendices B. A summary of the material properties for each stratum is provided in Table 6-18. A summary of the derived geotechnical parameters of each stratum is presented in Table 6-19.
6.1 Granular Fill
6.1.1 Material Description
Granular Fill is observed in hole P1-BH01A only; this was an inspection pit advanced to 0.75m bgl in the ramp to the Branston Road Bridge from the track to the east of the Trent and Mersey Canal. The Granular Fill is described as brown slightly clayey sandy gravel, which changes to a slightly sandy clayey gravel at depth. The gravel in both cases is sub-angular to rounded fine to coarse siliceous material, siltstone, brick concrete and porcelain.
6.1.2 Material Properties
Classification
One natural moisture content (NMC) tests was conducted on the Granular Fill returning a NMC value of 13% (Figure 5). One Particle Size Distribution (PSD) tests with pipette sedimentation was undertaken in the Granular fill, results are provided in Table 6-1 and Figure 6. The average material is described as a clayey silty sandy gravel.
Table 6-1: Granular Fill PSD analysis results
Hole Depth Clay Silt Sand Gravel Grading
P1-BH01A 0.5m 4 7 22 67 Gap Graded
Bulk Unit Weight
Using guidance given in BS8002:2015 ( [19] Figure 1 p15), and assuming the Granular Fill to be a medium density gravel / coarse engineered fill above the water table a bulk density of 17kN/m³ has been assigned to this material.
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Shearing Resistance
Due to the Granular Fill being observed only in a single inspection pit no SPT testing was conducted in the material; therefore no correlations between SPT N values and strength or stiffness have been possible.
BS8002:2015 allows for the estimation of the critical state effective angle of shearing resistance (Φ’) based on soil angularity and grading ( [19]Equation 3 and Table 1 p16 and 18); using this equation the Granular Fill is determined to have Φ’=34°.
Chemistry
Classification of the Aggressive Chemical Environment for Concrete (ACEC) has been undertaken on one sample from Granular Fill material. This has returned a Design Sulfate class of DS-1, and ACEC class of AC-1.
One sample of Granular Fill was submitted for Midi-s analysis (As, Cd, Cr, Cu, Ni, Zn, Pb, Hg, Se, W, S, B, hexavalent chromium, total cyanide, free cyanide, total sulphate, sulphide, total sulphur, pH, total PAH, phenols, thiocyanate). No results of concern were received.
Two samples of Granular Fill were submitted for Total Petroleum Hydrocarbon – Criteria Working Group (TPH-CWG) analysis. No results of concern were received.
One sample of Granular Fill was submitted for Asbestos Screening; no asbestos was detected.
6.2 Cohesive Fill
6.2.1 Material Description
Cohesive Fill material was observed within P1-WS06 and P1-HP01; both of which were advanced in the existing A38 embankment. Neither investigation points proved the base of the stratum, and therefore total thickness of the Cohesive Fill. The material is described as firm locally friable reddish brown and brown slightly sandy slightly gravelly to locally gravelly clay. Gravel is angular to sub-rounded fine to coarse siliceous material, concrete, mudstone, limestone, wood, sandstone and brick. At depth the material is observed to become soft and the gravel to be made up of angular to sub-rounded fine to coarse siliceous material and mudstone. The make-up of the Cohesive Fill indicates that weathered Mercia Mudstone Formation provides a proportion of the source material.
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6.2.2 Material Properties
Classification
Testing undertaken within the Cohesive Fill included four NMC tests and three Atterberg Limits tests. Plasticity classification has been determined as per BS5930 (2015) [14]; results are displayed in Figures 5 and 7 and average values in Table 6-2.
Table 6-2: Average Atterberg Limit Results – Cohesive Fill
Attribute Average Value
Moisture Content 16%
Liquid Limit 37%
Plastic Limit 20%
Plasticity Index 17%
Three samples were submitted for PSD testing with pipette sedimentation; Figure 6 and Table 6-3 displays results. The average material is described as a clayey silty gravelly sand.
Table 6-3: Cohesive Fill PSD analysis results
Hole Depth clay Silt Sand Gravel Grading
P1-HP01 0.5m 12 19 36 33 Appears gap graded1 P1-WS06 0.5m 26 33 31 10 Appears well graded1 P1-WS06 4.0 26 38 28 8 Appears gap graded1 Min 12 19 28 8 Max 26 38 36 33
Average 21 30 32 17
Note 1 10% fraction not recorded thus true grading undetermined.
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Bulk Unit Weight
Using guidance given in BS8002:2015 [19] and assuming the Cohesive Fill to be have characteristics of both coarse and fine engineering fill above the water table a bulk density of 19kN/m³ has been assigned to this material.
Shearing Resistance
BS8002:2015 allows for the estimation of the critical state effective angle of shearing resistance (Φ’) based on the soils Plasticity Index ( [19]Equation 7 p19);
( )
Using this equation with the average Plasticity Index the Cohesive Fill is determined to have Φ’=26.6°.
Undrained Shear Strength
Cohesive Fill was encountered in one window sample hole (P1-WS06) resulting in five SPT test being conducted within the material. A review of the results described in Figure 8 shows that the uncorrected SPT ’N’ value steadily decreases with depth, with the exception of the deepest point in the hole returned an uncorrected ‘N’ value of 50 over 30mm, indicating refusal. Removing this result from the cohort gives an average ‘N’ value of 7. The correlation between uncorrected ‘N’ value, Plasticity Index (PI) and
undrained shear strength (cu) outlined by Stroud (1974) [20] has been utilised to
calculate an average cu value:
The PI of the cohesive fill gives an f1 value of 6, therefore an average cu value of 44kN/m2 can be assigned the Cohesive Fill material; alternatively the fill can be given the
cu value associated to its depth, as is indicated in Table 6-4 and Figure 9.
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Table 6-4: Cohesive Fill Cu, mv value vs Depth
2 Depth (m bgl) cu (kPa) mv (MN/m )
1 72 0.14
2 48 0.21
3 36 0.28
4 18 0.56
Deformability
Stroud & Butler (1975) [21] provide the following equation for determining the
coefficient of volume compressibility (mv):
Plasticity Index is used to determine f2. Using this equation an average mv value of 0.3m2/MN can be assigned the Cohesive Fill material; alternatively the fill can be given
the mv value associated to its depth, as is indicated in Table 6-4 and Figure 10.
Chemistry
Classification of ACEC has been undertaken on one sample from Cohesive Fill material. This has returned a Design Sulfate class of DS-3, and ACEC class of AC-3.
Two samples of Cohesive Fill were submitted for Midi-s analysis. No results of concern were received.
Four samples of Cohesive Fill were submitted for TPH-CWG analysis. No results of concern were received.
Two samples of Cohesive Fill were submitted for Asbestos Screening. No asbestos was detected.
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One sample of Cohesive Fill was submitted for Waste Acceptance Criteria (WAC) testing. The results of elute analysis are below that of limit values for inert waste; however the sulphate value of 1600mg/kg exceeds the 1000 mg/kg upper limit for Inert Waste. This indicates that excavated Cohesive Fill will be required to be disposed of in a licensed hazardous waste landfill site; however testing will be required of excavated material to determine the nature of the waste material.
6.3 Made Ground
6.3.1 Material Description
Made Ground was seen within three of the exploratory holes (P1-BH01, P1-BH02 and P1- WS04), up to a maximum depth of 0.85m bgl. Made Ground has been identified both within arable agriculture fields, and within the grounds of Bridgefield House. The Made Ground is described brown slightly sandy clayey gravel to slightly sandy gravelly clay. In all instances the stratum was observed to have occasional rootlets (<2mm) and the gravels were angular to rounded fine to coarse siliceous material and siltstone with a varying content of metal fragments, clinker, slag, wood fragments and twine.
6.3.2 Material Properties
Classification
Testing undertaken within the Made Ground included one NMC test and one Atterberg Limits test. Plasticity classification has been determined as per BS5930 (2015) [14]; results are displayed in Figures 5 and 7; average values are displayed in Table 6-5.
Table 6-5: Average Atterberg Limit Results – Made Ground
Attribute Average Value
Moisture Content 13%
Liquid Limit 41%
Plastic Limit 25%
Plasticity Index 16%
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One sample was submitted for PSD testing with pipette sedimentation; Figure 6 and Table 6-6 displays results. The average material is described as a clayey silty gravelly sand.
Table 6-6: Made Ground PSD analysis results
Hole Depth clay Silt Sand Gravel Grading
P1-BH02 0.7m 15 23 36 26 Appears gap graded1
Note 1 10% fraction not recorded thus true grading undetermined.
Bulk Unit Weight
Using guidance given in BS8002:2015 [19], and assuming the Made Ground to be a medium density gravel / sand above the water table a bulk density of 17kN/m³ has been assigned to this material.
Shearing Resistance
Due to the Made Ground being observed only in inspection pits no SPT testing was conducted in the material; therefore no correlations between SPT ‘N’ values and strength or stiffness have been possible.
BS8002:2015 [19] allows for the estimation of Φ’ based on soil angularity and grading; the Made ground is determined to have Φ’=34°.
Chemistry
ACEC classification has been undertaken on two samples from Made Ground material. Both samples returned a Design Sulfate class of DS-2, and ACEC class of AC-2.
One sample of Made Ground was submitted for Midi-s analysis. No results of concern were received.
Two samples of Made Ground were submitted for TPH-CWG analysis. No results of concern were received.
One sample of Made Ground was submitted for Asbestos Screening. No asbestos was detected.
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6.4 River Terrace Deposits
6.4.1 Material Description
The River Terrace material was identified within seven of the exploratory holes. Only P1- BH01 encountered the base of the unit at 4.7m bgl, with a total thickness of 4.4m. The unit is generally described as being grey to brown slightly clayey sandy gravel; however areas tend to sandy gravelly clay and clay gravelly sand. The River terrace deposits are observed to be interbedded, with significant variations of particle size and density present over very small thicknesses.
The gravels were observed to be sub-rounded to rounded fine to coarse siliceous material, sandstone and siltstone; Cobbles were rarely observed. In sequences of finer- grained material occasional observations were made of partially decomposed organic matter.
6.4.2 Material Properties
Classification
Testing undertaken within the River Terrace deposits included twelve NMC test and two Atterberg Limits test. Plasticity classification has been determined as per BS5930 (2015) [14]; results are displayed in Figures 5 and 7; average values in Table 6-7.
Table 6-7: Average Atterberg Limit Results – River Terrace Deposits
Attribute Average Value
Moisture Content 9.4%
Liquid Limit 38%
Plastic Limit 24%
Plasticity Index 14%
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Ten samples was submitted for PSD testing with three of those scheduled for additional pipette sedimentation; Figure 6 and Table 6-8 displays results. River terrace deposit material shows a wide variation of particle size distributions; however a general trend is discernible showing low cohesive content, and significant sand and gravel components. Material grading alternates between gap graded and uniform graded. The average material is described as a slightly clayey silty very sandy gravel.
Table 6-8: River Terrace Deposit PSD analysis results
Hole Depth Clay Silt Sand Gravel Grading
P1-BH01 0.5m 9 12 47 32 Gap Graded
P1-BH01 1.5m 3 96 1 Uniformly Graded
1 P1-BH01 3.7m 24 25 51 Appears Gap Graded
P1-BH02 1.55m 1 38 61 Gap Graded
P1-BH02 2.75m 2 23 75 Gap Graded
P1-WS01 1.4m 3 16 81 Uniformly Graded
P1-WS02 1.0m 5 26 69 Uniformly Graded
1 P1-WS03 0.2m 13 19 41 27 Appears Gap Graded
P1-WS03 1.25m 2 9 85 4 Uniformly Graded
1 P1-WS04 0.5m 14 33 53 Appears Gap Graded Min2 1 16 1 Max2 32 96 81
Average2 12 43 45
Note 1 10% fraction not recorded thus true grading undetermined.
2 Min, Max and Average calculated for the sum of Clay and Silt fractions
Bulk Unit Weight
Using guidance given in BS8002:2015 [19], and assuming the River Terrace Deposits to be dense sands and gravels with a silty component and above the water table a bulk density of 19kN/m³ has been assigned to this material. Where the material is below the water table a unit weight of 21kN/m³ has been assigned.
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Undrained Shear Strength
Eighteen SPT tests were conducted within the River Terrace Deposits. A review of the results described in Figure 8 shows that the uncorrected SPT ’N’ value shows no specific trend with depth down-hole; the average uncorrected ‘N’ value of the material is 35.
Utilizing the correlation between uncorrected ‘N’ value and undrained shear strength (cu) 2 outlined by Stroud (1974) [20] an average cu value of 246kN/m can be assigned the River Terrace Deposit material.
Shearing Resistance
BS8002:2015 [19] allows for the estimation of Φ’ based on soil angularity and grading; using this equation the River Terrace Deposit is determined to have Φ’=32°.
Thomlinson ( [22] Figure 2.13) allows for derivation of Ф’ using SPT results. Using the average uncorrected ‘N’ value Ф’=37°.
The average Φ’ of 37° derived from the Tomlinson method is recommended for the material parameter for the River Terrace Material
Stiffness
Bowles (1996) provides equations for the calculation of Undrained Young’s Modulus (Table 5-6 in [23]) for soils. Using the average material classification described as slightly clayey silty very sandy gravel the following equation has been used to determine the
Young’s Modulus (Eu):
( )
Therefore the River Terrace Deposits average Eu = 49 MPa.
Thomlinson [22] defines the relationship between undrained and drained Young’s Modulus (E’) as:
Therefore the River Terrace Deposits average E’ = 29.4 MPa.
Poisson’s Ratio (v) for sands is defined by Thomlinson [22] as 0.1 to 0.3; it is recommended that a conservative value of v = 0.3 be used for River Terrace Deposits.
Chemistry
Three samples of River Terrace Deposits were submitted for Midi-s analysis. The following results of note were returned. No results of concern were received.
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Five samples of River Terrace Deposits were submitted for TPH-CWG analysis. No results of concern were received.
One sample of Made Ground was submitted for WAC testing. Analysis results indicate that excavated River Terrace Deposit can be classified as Inert Waste; however any excavated material will require further WAC testing prior to disposal.
6.5 Mercia Mudstone
6.5.1 Material Description
The Mercia Mudstone was identified within P1-BH01 from 4.70m bgl to 16.2m bgl; the base of the unit was not encountered. The unit was described as reddish brown with rare blue grey mottling (<10mm) firm slightly sandy clay, developing to a very stiff slightly sandy gravelly clay with increased depth. The gravels were observed to be sub- angular fine to coarse extremely weak lithorelics of mudstone. From 12.05m bgl the unit was described as extremely weak thinly laminated reddish brown mudstone with occasional veins of light grey gypsum up to 25mm in thickness. Gypsum veins were observed to predominantly be orientated normal to the mudstone laminations; however gypsum veins were observed perpendicular to the mudstone laminations linking horizontal veins 25cm apart.
Weathering grade of the Mercia Mudstone has been determined using weathering scheme and ranges of index and other properties outlined in CIRIA C570: Engineering in Mercia Mudstone ( [24] Section 3.2 including Tables 3.2 and 3.3 p28-29). The weathering profile of the Mercia Mudstone encountered during the 20115 GI is outlined below:
Grade IVa: 4.7m to 6.2m bgl
Grade III: 6.2m to 12.05m bgl
Grade II: 12.05m to 16.2m bgl
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6.5.2 Material Properties
Classification
Testing undertaken within the Mercia Mudstone included six NMC test and four Atterberg Limits test. Plasticity classification has been determined as per BS5930 (2015) [14]; results are displayed in Figures 5 and 7; average values in Table 6-9.
Table 6-9: Average Atterberg Limit Results – Mercia Mudstone
Grade IVa Grade III Grade II All Results
Attribute Average Average Average Average Value Value Value Value
Moisture Content 20% 21% 16% 20%
Liquid Limit 29% 36% 32% 33%
Plastic Limit 19% 23% 19% 21%
Plasticity Index 10% 13% 13% 12%
Four samples were submitted for PSD testing with pipette sedimentation; Figure 6 and Table 6-10 displays results. The Mercia Mudstone shows varying grain size distribution which does not appear to be obviously linked with weathering grade, however the sample cohort size does not allow for accurate interpretation. An average material composed of all tested weathering grades is described as a slightly gravelly clayey sandy silt.
Table 6-10: Mercia Mudstone PSD analysis results
Hole Depth Weathering Clay Silt Sand Gravel Grading
1 P1-BH01 4.7m Grade IVa 35 55 9 1 Appears Gap Graded
P1-BH01 6.7m Grade III 15 22 27 36 Uniformly Graded
1 P1-BH01 9.5m Grade III 33 49 15 3 Appears Gap Graded
1 P1-BH01 13.5m Grade II 15 22 52 11 Appears Gap Graded Min 15 22 9 1 Max 35 55 52 36 Average 25 37 26 13
Note 1 10% fraction not recorded thus true grading undetermined.
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Bulk Unit Weight
Bulk density values determined for Grade IVa material in consolidation and compression testing indicate a bulk density of 2.08 Mg/m3, which provides an average bulk unit weight of 20.4kN/m3.
Using guidance given in BS8002:2015 [19], and assuming the Mercia Mudstone encountered to be below the water table and a slightly gravelly clayey sandy SILT a bulk density of 21kN/m³ has been assigned to this material.
Shearing Resistance
BS8002:2015 [19] allows for the estimation Φ’ based on the soils Plasticity. Given the average PI the Mercia Mudstone weathering grades Φ’ values are determined as follows:
Grade IVa Φ’=29.5°
Grade III Φ’=28.3°
Grade II Φ’=28.1°
Overall Φ’=28.5°
It is recommended that the average overall effective angle of shearing resistance (Φ’) of 28.5° be used for all weathering grades of Mercia Mudstone
Undrained Shear Strength
Eight SPT test were conducted within the Mercia Mudstone; one in Grade IVa, four in Grade III, and three in Grade II material. A review of the results described in Figure 8 shows that the uncorrected SPT ’N’ value increases with depth downhole. It should be noted that seven of the eight SPT tests were halted at 50 blows as the tests were unable to penetrate the required 300mm; these tests were all those carried out in Grade III and
II weathering categories. Table 6-11 provides raw (N) and corrected (N300) SPT values.
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Table 6-11: Corrected SPT values: Mercia Mudstone
Depth Penetration Average Weathering N N300 (m bgl) (mm) N300 Grade
6.7 34 300 34 34 IVa
7.9 50 240 63
8.7 50 210 71 65 III 10.2 50 210 71
11.7 50 270 54
13.2 50 20 750
14.7 50 100 150 353 II
16.2 50 90 158
The very low penetration rates observed in the Grade II weathered material indicate refusal due to the material becoming increasingly competent; therefore derivation of material properties from SPT values obtained from the Grade II material are not reported in this document.
The correlation between uncorrected ‘N’ value, PI and cu outlined by Stroud (1974) [20]
has been utilised to calculate an average cu value. The CIRIA guide to Engineering in
Mercia Mudstone [24] gives the average f1 value for the formation as 5. Measured PI values of the various grades of weathered Mercia Mudstone fall outside the given range
of f1 values; the conservative f1 value of 5 has been used. cu values derived from SPT results are plotted in Figure 8 with average values for weathering grades are given in Table 6-12.
Table 2.4 in the CIRIA guide to Piled foundations in weak rock [25] provides engineering
properties of the Mercia Mudstone weathering grades; cu values are displayed in Table 6- 12.
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Table 6-12: Mercia Mudstone cu values – SPT derived and published data
SPT Derived CIRIA 181 Grade cu cu
IVa 170 kPa 850 kPa
III 324 kPa 1090 kPa
II - 1450 kPa
A single undrained unconfined triaxial shear strength test was conducted on Weathering Grade IVa material obtained from a depth of 5.2 to 5.65m bgl. Table 6-13 displays shear undrained shear strength versus cell pressure.
Table 6-13: Undrained Unconfined Triaxial testing – Mercia Mudstone Grade IVa
Cell Pressure cu Equivalent Depth
(kPa) (kPa) (m bgl)
200 198 9.5
400 269 19.0
600 308 28.5
It is recommended that where derived parameters for cu and E’ are available they be used in geotechnical design, where they are not figures from CIRIA 181 should be used.
The following values for cu are recommended:
Grade IVa cu= 170 kPa
Grade III cu = 324 kPa
Grade II cu = 1450 kPa
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Deformability
Using Stroud & Butler (1975) [21] to determine the coefficient of volume compressibility from SPT ‘N’ Value and PI the following values for the weathering grades encountered have been calculated. The PI values of the Mercia Mudstone range from 10% to 13%;
this results in correlations to f2 falling below the lowest part of the trend line provided by
Stroud and Butler. As a result the f2 value adopted for this calculation is the value recommended in CIRIA C570 [24] of 0.5. Average values are given below and displayed in Figure 10.
Grade IVa mv= 0.06 m2/MN
Grade III mv = 0.03 m2/MN
An mv value for Grade II weathering has not been provided as the uncorrected SPT ‘N’ values indicate refusal; thus providing unrealistic values.
A single one dimensional consolidation test was conducted on Weathering Grade IVa material obtained from a depth of 5.2 to 5.65m bgl. Table 6-14 displays coefficient of volume compressibility versus pressure range.
Table 6-14: One-dimensional Consolidation testing – Mercia Mudstone Grade IVa
Pressure Range mv Equivalent Depth
(kPa) (m2/MN) (m bgl)
0 - 100 0.516 0 - 5
100 - 200 0.115 5 - 10
200 - 400 0.071 10 - 20
400 - 800 0.044 20 - 40
800 - 100 0.017 40 - 0
It is recommended that the following values of mv are used in geotechnical design:
Grade IVa mv= 0.06 m2/MN
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Grade III mv = 0.03 m2/MN
Grade II mv = 0.03 m2/MN
Stiffness
Table 2.4 in the CIRIA guide to Piled foundations in weak rock [25] provides engineering
properties of the Mercia Mudstone weathering grades; Eu values are displayed in Table 6-15.
Thomlinson [22] defines the relationship between undrained and drain Young’s modulus (E’) as:
Using the methods described above average Eu and E’ for the varying grades of weathered Mercia Mudstone have been calculated and are displayed in Table 6-15
Poisson’s Ratio (v) is defined by Thomlinson [22] for various material types, values recommended for use in geotechnical design are listed in Table 6-15.
Table 6-15: Mercia Mudstone Eu, E’ and v values
Weathering CIRIA 181 Derived Thomlinson Grade Eu E’ v
IVa 230 MPa 138 MPa 0.5
III 350 MPa 210 MPa 0.2
II 2830 MPa 1698 MPa 0.2
Point Loading
Point load testing was conducted on three samples of Grade II material; two samples were of mudstone, one of gypsum. Valid fractures were achieved in each test, and Point
Load Strength Index (Is50) values obtained. The International Society for Rock Mechanics
[26] provides the following equation to determine Uniaxial Compressive Strength (C0)
from Is50
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Table 6-16 provides Is50 and C0 values. Due to the low number of tests conducted Is50 values and information derived from these results should be considered to be indicative rather than definitive.
Table 6-16: Point Load testing – Mercia Mudstone Grade II
Depth Is50 C0 Material Downhole m MPa MPa bgl
Weak Mudstone 12.08 – 12.10 0.39 8.6
Gypsum Vein 14.64 – 14.70 0.22 4.8
Weak Mudstone 16.10 – 16.20 0.30 6.6
Chemistry
Classification of the ACEC has been undertaken on two samples from Mercia Mudstone material; one from weathering Grade III, the other from Grade II. Table 6-17 provides Design Sulfate and ACEC classes
Table 6-17: ACEC classifications – Mercia Mudstone
Design Weathering ACEC Class Sulfate Class
Grade III DS-2 AC-2
Grade II DS-3 AC-3
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6.6 Material Properties Summary Table 6-18 summarises material properties for the strata encountered during the GI works, Table 6-19 lists summary geotechnical parameters for these materials.
Table 6-18: Summary of Material Properties
Atterberg Limits SPT Chemical
Water Soluble NMC LL PL PI N pH 300 Sulphate (%) (%) (%) (%) (mg/l)
Granular Fill 13 - - - - 9.1 230
Cohesive Fill 16 37 20 17 7 7.8 1600
Made Ground 13 41 25 16 - 8 395
River Terrace 35 9 38 24 14 - - Deposit Mercia Mudstone 20 29 19 10 34 - - Grade IVa Mercia Mudstone 21 36 23 13 65 8.4 570 Grade III Mercia Mudstone 16 32 19 13 353 8.2 1800 Grade II
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Table 6-19: Characteristic Geotechnical Parameters
ACEC γ Ф’ c m E E’ v DS Class Strata b u v u Class (kN/m3) (°) (kN/m2) (MN/m2) MPa MPa
Granular Fill 17 34 - - - - - DS-1 AC-1
Cohesive Fill 19 27 44 0.3 - - - DS-3 AC-3
Made Ground 17 34 - - - - - DS-2 AC-2
River Terrace Deposit 19 37 246 - 49 29 0.3 - -
Mercia Mudstone 21 30 170 0.06 230 138 0.5 - - Grade IVa Weathering Mercia Mudstone 21 28 324 0.03 350 210 0.2 DS-2 AC-2 Grade III Weathering Mercia Mudstone 21 28 1450 0.03 2830 1698 0.2 DS-3 AC-3 Grade II Weathering
Notes for Table 6-18 and 6-19: 1. Information presented in Table 6-18 is factual values taken from the testing results. However, many of the recorded SPT N values have been extrapolated to an equivalent 300mm penetration with a correction for energy efficiency of 60%. 2. Information presented in Table 6-19 is interpreted design parameters for each material group encountered on site. Please refer to the main text in Section 6 for references and correlations for the interpretations.
3. Abbreviations: γb = bulk unit weight, NMC = natural moisture content, LL= Liquid Limit, PI = plasticity index, SPT N = standard penetration test N60 , cu = undrained
shear strength, Ф’ = peak effective angle of shearing resistance, E’ = effective Young’s Modulus, Eu = undrained Young’s Modulus, v = Poisson’s Ratio, DS Class =
Design Sulphate Class, ACEC Class = Aggressive Chemical Environment for Concrete Class, mv = compressibility,
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7 ENGINEERING ASSESSMENT
The PSSR document [2] outlined a preliminary engineering assessment based upon the ground conditions as they were understood given the historic information available and the planned alignment given in Drawing No. COSTCDX8620-GEO-001. The primary engineering considerations were:
Settlement of earthworks and structures constructed on susceptible soils – of specific concern were clays and peat horizons identified in historic GI work.
The type of material used to construct new embankments.
Potential ground improvement techniques to allow shallow foundations for the new Trent and Mersey Canal road overbridge.
Piling systems for the new Trent and Mersey Canal road overbridge.
Extensive consideration was given to numerous solutions for these issues, the options considered the most appropriate for the ground conditions and proposed construction as were understood from the available information were:
Extraction of problematic ground where necessary or pre-loading where programme allows.
Granular Fill Embankment.
Continuous-Flight Auger (CFA) piling.
The 2015 GI work has greatly increased the understanding of the subsurface conditions at the Phase 1 development site; as a result the preliminary engineering assessment has been reviewed below.
7.1 Ground Model
The generalised ground model is presented in Section 5 of this report; this can be summarised as:
Made Ground 47.7 – 47.3m bgl
River Terrace Deposit 47.3 – 42.8m bgl
Mercia Mudstone (IVa) 42.8 – 41.3m bgl
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Mercia Mudstone (III) 41.3 – 35.5m bgl
Mercia Mudstone (II) 35.5m bgl +
Engineered fill is present on site associated with the A38 embankments and the Trent and Mersey Canal; the type and thickness of material is dependent on the location.
7.2 Site Access Road
The proposed Phase 1 Site Access Road is aligned with the existing A38 Branston Roundabout exit currently used by Branston road. The new road will bear north-west from the present alignment and cross the Mersey and Trent Canal approximately 15m north of the existing overbridge. The new road will be constructed on material added to the northern side of the existing embankment; as the road alignment diverges from the current road alignment the new embankment will become independent of the existing earthworks. The embankment leaves the A38 roundabout and loses elevation to meet the new Mersey and Trent overbridge which requires a minimum clearance of 2.7m between the level of the tow path and the underside of the bridge. Once the road has crossed the canal it grades down to the planned ground level, as do planned spurs leaving the access road.
7.2.1 Settlement Considerations
Settlement of the underlying materials has the potential to cause delays in construction and damage the completed works; differential settlement an issue of particular concern due to the following circumstances:
Transition between loaded material types (i.e. where the embankment passes from current embankment to River Terrace Deposits)
Transition between loading conditions (changes in embankment thickness)
Transition between the embankments and the new road bridge
Settlement of earthworks will be modelled using the information outlined in Section 6. It is possible to limit the settlement through appropriate choice and design of foundation solutions; removal of material prone to settlement/consolidation; pre-loading of the ground to induce settlement and accelerate consolidation; or through construction planning.
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Table 7-1 summarises the advantages and disadvantages of the options proposed to reduce differential settlement and consolidation of the embankments.
7.2.2 Material Used for Embankment Fill
The widening of the existing embankments and construction of new embankment lengths will require the importation of material for the earthworks construction. Ordinarily either cohesive or granular materials can be used for embankment fill. Both types of material offer a range of options for exact material type; this will be determined through design analysis and required slope angles for new embankment, typically constrained by land take requirements. Placement of both types of material is weather dependant, as wet conditions will fundamentally change the material properties.
If the settlement or consolidation of the underlying strata is sufficiently problematic the use of a light-weight fill material such as Pulverised Fuel Ash (PFA) might be considered to reduce the loading of the soil. PFA is also potentially a cost-effective option if the local supply of material is abundant, and the planned construction conforms to the criteria set out in the EA Regulatory Statement 172 [27].
Table 7-2 summarises the advantages and disadvantages of the proposed embankment fill options.
7.3 Branston Locks Canal Bridge
Branston Locks Canal Bridge will connect the proposed access road on either side of the Trent and Mersey Canal. The design must conform to design standards set by the Canal and River Trust and recommendations from the flood risk assessment undertaken by SGE. These include an aesthetically pleasing appearance, 2.7m clearance from ground level adjacent to the underside of the bridge and the design must not compromise or influence inflows from external water sources. The bridge will require significant foundations to allow it to perform as required. Shallow foundation techniques, such as pad or raft foundations or a geogrid reinforced earth bridge abutments may be considered for the development if the bridge loads can be supported by the River Terrace Deposits. Alternatively, piling systems that may be considered for the development are:
Sheet piles
Pre-cast driven piles
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CFA piles
Cast in situ piles
Table 7-3 summarises the advantages and disadvantages of the proposed foundation options.
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Table 7-1: Settlement Reduction Options For Embankment Construction
Option Recommendation
For Can be easily designed and controlled to suit the ground conditions Many different systems available Rapid application, provides rapid results where there are granular soils Against
Dynamic Compaction Not Recommended Settlement will be accelerated, however consolidation will not be addressed, therefore not suitable for all soil types and ground conditions Cost of mobilising, running and demobilising equipment Dynamic solutions will result in noise/vibration issues which will potentially have harmful effects on the existing infrastructure (services, existing roads, canal) Effectiveness of treatment is highly dependable on the ground conditions; therefore a risk that the correct depth of treatment may not be met. For Once placed the system will only require monitoring until it is removed Settlement and consolidation of underlying material will be addressed The additional use of wick drains will increase the efficiency of the process Effective option if construction programme allows for the construction of embankments followed by a delay in construction of Preloading Recommended where the bridge. and / or programme Against surcharging allows Requires the importation and exportation of large quantities of load material Consolidation to required residual values will take a significant period of time (months) Use of wick drains will increase the cost of the process Placement of material will stop any other work being conducted if the preloading is not planned to take place within the construction programme.
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Table 7-2: Embankment Fill Options
Option Recommendation
For Wide range of materials can be considered for use depending on slope requirements Unit weight of cohesive material is likely to be lower than that of granular; therefore a lower load will be imposed on the underlying material Use of cohesive fill Not Recommended Against Material will be subject to long-term consolidation Material placement will need to take place in specific weather conditions Shallower slope angles compared to other options, therefore a larger landtake will be required. Typical slope angles 1 in 3 For Wide range of materials can be considered for use depending on slope requirements Free draining Use of granular fill Recommended Steeper slope angles than with the use of cohesive fill, therefore steeper slope angles of up to 1 in 2 can be used. Against Material placement will need to take place in specific weather conditions For Light-weight nature will significantly reduce load on underlying strata Potential cost savings if source of material is local and abundant Use of light-weight fill Not Recommended Against options (PFA) Material placement will need to take place in specific weather conditions Some light-weight fills are classified as waste products, so require permits, specific handling techniques and base layers which will increase complexity and cost.
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Table 7-3: Options for Branston Locks Canal Bridge
Option Recommendation
For Recommended if Reinforcement can be added to carry tensile stresses and required loads bridge loads do not Economic Minimal vibration when compared to piling solutions Pad Foundation exceed bearing Against capacity of River Must be supported on fairly stiff ground, which is unlikely to subside Terrace Deposits Foundation size can be very large to cope with high point loads Requires the bearing capacity of the River Terrace Deposits to be greater than the loads imposed by the bridge For Reinforcement of embankment material supports the tensile stresses and required loads imposed by the structure Economic Recommended Rapid implementation subject superficial Does not require materials to be driven in to the underlying formations and groundwater deposits having Minimal vibration when compared to piling solutions Reinforced Earth Design and construction can be undertaken by specialist contractors suitable bearing Proprietary systems are supplied with high quality block facings which can be tailored to be sympathetic to the existing capacity for the infrastructure required loads Against Must be supported on fairly stiff ground, which is unlikely to subside Foundation size can be very large to cope with high point loads Requires the bearing capacity of the River Terrace Deposits to be greater than the loads imposed by the bridge
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Table 7-3: Options for Branston Locks Canal Bridge
Option Recommendation
For Traditional Construction Methods Quick and easy to implement Piles can be driven to formation height The relatively thin pile cross-section should allow the pile to be driven to depth more easily when compared to other piling systems Recommended Against subject to Vibration during installation may exceed limits required for working in the vicinity of the canal Sheet Piling successful pile The flat cross-section of the sheet pile will impact on the stiffness of the pile testing A facia will be required to cover the sheet piles to aid aesthetics (e.g. concrete panels/block work, brickwork) Any movement of the pile due to bending will damage the proposed facia The drivability of the pile will depend on the ground conditions (large cobbles or boulders may deflect or stop piles being driven) The nature of the River Terrace Deposits may cause significant damage to the piles during installation – damage would be undetected Large sheet pile sections may be required leading to the need for a crane on site Potential delivery issues if long pile lengths are required
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Table 7-3: Options for Branston Locks Canal Bridge
Option Recommendation
For Piles can be manufactured to specification off-site; improved Health Safety Environment and Quality control. Low materials movement on and around site when compared to other methods Piles can be driven to current ground level for the bridge superstructure (wingwalls and abutment) to be constructed off the piles Against Pre-cast driven piles Not Recommended Vibration during installation may exceed limits required for working in the vicinity of the canal Smooth shaft surface reduces skin friction, so reliance on end bearing pressure critical Potential for damage to pile during installation going undetected Pile tops will need to be broken down to the required height – vibration and HS issues Driving piles through the River Terrace Deposits may prove difficult to reach target depth River Terrace Deposits are likely to cause significant damage to the pile
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Table 7-3: Options for Branston Locks Canal Bridge
Option Recommendation
For Piles are constructed on site to required specifications Simple, rapid process Is not a dynamic, impact intensive process No hole casing required Irregular shaft surface increases skin friction Low noise and vibration generation Against CFA piles Not Recommended Potential for hole collapse or voiding depending on ground conditions Multi-phase process Implemented at ground level and a traditional abutment and wingwall bridge structure is used. Pile tops will need to be broken down to the required height – vibration and HS issues Integrity of piles dependent on timely concrete supply Pre-fabricated steel pile cages will be required River Terrace Deposits are likely to cause significant damage to equipment River Terrace Deposits are prone to collapse in open-hole situations
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Table 7-3: Options for Branston Locks Canal Bridge
Option Recommendation
For Piles are constructed on site to required specifications Simple, rapid process Is not a dynamic, impact intensive process Against
Driven Cast in situ Multi-phase process Not Recommended Requires temporary casing be withdrawn from hole piles Implemented at ground level and a traditional abutment and wingwall bridge structure is used Pile tops will need to be broken down to the required height – vibration and HS issues Integrity of piles dependent on timely concrete supply Pre-fabricated steel pile cages will be required River Terrace Deposits have potential to collapse if insufficient restraining force is in place – upon removal of temporary casing the pile may lose integrity
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8 COMPARISON OF PROJECT OPTIONS AND RISKS
The options considered the most appropriate for the ground conditions and proposed construction are summarised below:
Pre-loading of ground susceptible to settlement where programme allows
Granular Fill Embankment
Reinforced Earth bridge abutments
OR
Sheet Piling (subject to successful pile testing)
A review of the geotechnical and environmental risks associated with the proposed works has been undertaken. The risks have been evaluated using a risk evaluation matrix as presented below in Table 8.1. Reference has been made to Part 3 of HD 41/03 ‘Maintenance of Highway Geotechnical Assets’ [28] as part of the risk assessment process.
The risk register is detailed in Table 8.2. The risk register lists the anticipated geotechnical and environmental hazards associated with the works and the potential consequences of those hazards. The risk before control of the hazard has been assessed quantitatively as has the anticipated risk following the proposed response to each hazard.
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Table 8-1: Risk Evaluation Matrix LIKELIHOOD (L) X SEVERITY (S) = RISK I
Severity % Likelihood
TIME, COST, SHE, REPUTATION 1 2 3 4 5
Almost Certain 5 Negligible Impact 1 E.g. 5 5 10 15 20 25 Probable 4 Client and Contract strained 2 Programme, 4 4 8 12 16 20 Client dissatisfaction and damage budget, Possible 3 3 3 3 6 9 12 15 to Amey relationships commercial
Threat to future schemes and sensitivity, Unlikely 2 4 2 2 4 6 8 10 Client/business relationships SHE risks and
Negligible 1 Threat to contract credibility 5 reputation 1 1 2 3 4 5 Likelihood
Risk Ratings 1 to 5 Green Risk is negligible or of otherwise low severity and shall be set aside for further consideration. 5 to 12 Amber Risk is of concern and shall be subject to further analysis and evaluation. 12 to 25 Red Risk is unacceptable and shall be subject to immediate analysis and evaluation.
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Table 8-2: Geotechnical Risk Register
Hazard Consequence Risk Before Control Response Risk After Control
(L) (S) I (L) (S) I
Branston Locks Development
Risk of poor ground Develop a ground model of settlement analysis conditions under Unacceptable differential and total settlements during the detailed design stage. Design 4 4 16 2 2 4 embankment and due to poor ground conditions appropriate geotechnical solutions (piles and structures settlement mitigation measures).
Pass all suitable ground investigation to the Encountering Contamination within shallow soils was appointed contractor. Any evidence of Contaminated recorded in 2009. Health and Safety 4 2 8 contaminants being encountered to be recorded 2 1 2 Materials during implications to personnel. Delays dependent and appropriate personnel notified. Suitable PPE construction. on remedial actions. must be worn at all times.
Encountering Historical land use indicates extensive farming. Any evidence of contaminants being unaccounted Health and Safety implications to personnel encountered to be recorded and appropriate contaminants from 3 2 6 2 1 2 with regards to contaminants associated with personnel notified. Suitable PPE must be worn at historical land use agriculture. all times. (Agriculture).
Account for an increase in flooding risk during The design may increase the flooding risk of the detailed design stage. Use the existing Flood Risk of Flooding. 2 4 8 2 1 2 the site. Risk Assessment and incorporate design solutions as recommended.
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Table 8-2: Geotechnical Risk Register
Develop a comprehensive ground model. Pass Low bearing capacity of the soil. Additional on all site investigation information to the Settlement of final cost and delays to allow re-design. Implication designer and appointed contractor. Ensure 3 5 15 2 2 4 solution. to health and safety of site personnel and end appropriate parameters are utilised for the users. design based on a comprehensive Ground Investigation.
Trent and Mersey Damage to canal during construction of road Follow protocols set by the Canals and Rivers 2 5 10 1 2 2 Canal structures. Mass flooding Trust
Inability of piling technique to reach appropriate depth (boulders in the Inappropriate geotechnical design leading to Undertake test piling to confirm the best piling 2 5 10 1 2 4 River terrace potential failure. method for the scheme deposits, skerries in the Mercia Mudstone)
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9 REFERENCES
[1] Highways Agency, “Design Manual for Roads and Bridges (DMRB) Volume 4 Section 1 Part 2 HD22/08,” Highways Agency, 2008.
[2] Amey, “Branston Locks Development Phase 1: Preliminary Sources Study Report. CON-GE- BHAM-COSTCDX8620-PSSR,” Amey, Birmingham, 2015.
[3] Microsoft, “Bing Maps,” Microsoft, 27 November 2015. [Online]. Available: http://www.bing.com/mapspreview?q=map&mkt=en&FORM=HDRSC4. [Accessed 27 November 2015].
[4] Branston Locks Design Access Statement, Birmingham: Node, 2012.
[5] British Geological Survey, 1:50,000 Geological Sheet 140 (Burton Upon Trent) Solid and Drift Edition.
[6] BGS, “Geoindex,” NERC, [Online]. Available: http://www.bgs.ac.uk/GeoIndex/. [Accessed 02 November 2015].
[7] Coal Authority, “Coal Mining and Brine Gazetteer,” [Online]. Available: https://www.gov.uk/government/publications/coal-mining-and-brine-subsidence-claim- search-directory-of-places. [Accessed 09 Novemeber 2015].
[8] BGS, “Gypsum Mineral Planning Fact Sheet.,” Office of the Deputy Prime Minister., 2006.
[9] Shepherd Gilmore, “ Geo-environmental site investigation and generic quantitative risk assessment, Report no. R0017 DH ME1072.,” Shepherd Gilmour Environment Ltd. , 2009.
[10] DEFRA, “MAGIC,” Natural England, November 2015. [Online]. Available: http://www.magic.gov.uk/. [Accessed 02 November 2015].
[11] Environment Agency, “What's in your Backyard?,” Environmental Agency, October 2015. [Online]. Available: http://maps.environment- agency.gov.uk/wiyby/wiybyController?ep=maptopics&lang=_e. [Accessed 02 Novemeber 2015].
[12] Shepherd Gilmore, “ Flood Risk Assessment; Branston Locks, Burton upon Trent,” Shepherd Gilmour Environment Ltd. , 2012.
[13] British Standards Institution, “BS-EN1997-2:2007, EN Eurocode 7 Part 2: Ground Investiation and Testing,” British Standards Institution, 2007.
[14] Bristish Standards Institution, “BS5930:2015. Code of Practice for Site Investigations,” Bristish Standards Institution, 2015.
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[15] British Standards Institution, BS10175:2011,Code of Practice for Investigation of Potentially Contamniated Sites, British Standards Institution, 2011.
[16] CC Ground Investigations Ltd, “Branston Locks Ground Investigation Report C4877,” CC Ground Investigations Ltd, Gloucester, 2015.
[17] British Standards Institute, “BS1377-9:1990 Methods ofor Testing For Soils For Civil Engineering Purposes Part 9. In-Situ Tests,” British Standards Institute, British Standards Institute, 1990.
[18] British Standards Institute, “BS EN ISO22476-3:2005, Geotechnical Investigaion and Testing: Standard Penetration Test,” British Standards Institute, 2005.
[19] British Standards Institution, “Code of Practice for Earth Retaining Structures,” British Standards Institution, 2015.
[20] M. Stroud, “The Standard Penetration Test - its application and interpretation,” in Proceedings of the European Symposium on Penetration Testing (ESOPT I), 1974.
[21] M. Stroud and B. F. Butler, “The standard penetration test and the engineering properties of glacial materials,” in Proceedings of the Syposium on Engineering Properties of Glacial Materials, Midlands Geotechnical Society, Birmingham, 1975.
[22] M. Tomlinson, “Foundation Design and Construction,” Pearson Education Ltd, 2001.
[23] J. Bowles, Foundation Analysis and Design, McGraw-Hill, 1996.
[24] Construction Industry Research and Information Association, “CIRIA C570: Engineering in Mercia Mudstone,” Construction Industry Research and Information Association, London, 2001.
[25] CIRIA, “Piled Foundations in weak rock,” DTI, London, 1999.
[26] International Society for Rock Mechanics, “RTH 325-89: Suggested methods for determining point load strength,” International Society for Rock Mechanics, 1984.
[27] Environment Agency, The Regulation of the Use of Unbound Pulverised Fuel Ash and Furnace Bottom Ash, Environment Agency, 2014.
[28] The Highways Agency, “HD 41/03 Design Manual for Roads and Bridges: Maintenanve of Highway Geotechnical Assets,” The Highways Agency, 2003.
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10 GLOSSARY
Abbreviation Meaning
AOD Above Ordnance Datum
ACEC Aggressive Chemical Environment for Concrete
bgl Below Ground Level
BS British Standard
BGS British Geological Survey
BRE Building Research Establishment
CCG CC Ground Investigations (Ltd)
CFA Continuous-Flight Auger
CIRIA Construction Industry Research Information Association
CRT Canal and River Trust
cu Undrained Shear Strength
C0 Uniaxial Compressive Strength
DMRB Design Manual for Roads and Bridges
EA Environment Agency
EC7 Eurocode 7
Er Energy Ratio
Eu Young’s Modulus
E’ Drained Young’s Modulus
GI Ground Investigation
GIR Ground Investigation Report
HE Highways England
Is50 Point Load Strength Index
kN Kilonewton
l Litre
LL Liquid Limit
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Abbreviation Meaning
m Metre
mm Millimetre
MAGIC Multi-Agency Geographic Information for the Countryside
mg Milligrams
MN Meganewton
mv Coefficient of Volume Compressibility
N Standard Penetration Resistance
N60 Standard Penetration Resistance adjusted to a reference energy ratio of 60%
N300 Standard Penetration Resistance corrected to 300mm drive
NMC Natural Moisture Content
OS Ordnance Survey
PFA Pulverised Fuel Ash
PI Plasticity Index
PL Plastic Limit
PSD Particle Size Distribution
PSSR Preliminary Sources Study Report
RAMS Risk Assessments and Method Statements
SCC Staffordshire County Council
SGE Shepherd Gilmore Environment Limited
SPT Standard Penetration Test
TPH Total Petroleum Hydrocarbon
TPH-CWG Total Petroleum Hydrocarbon - Criteria Working Group
v Poisson’s Ratio
WAC Waste Acceptance Criteria
Φ’ Critical State Effective Angle of Shearing Resistance
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11 FIGURES
Figure Number Title
1 Site Location Maps
2 Superficial and Bedrock Geology
3 BGS Bore Hole Locations
4 Flood Risk Zones
5 Moisture Content, Plastic Limit and Liquid Limit vs. Depth – All Strata
6 Particle Size Distribution – All Strata
7 Atterberg Line Plot – All Strata
8 SPT ‘N’ Value vs. Depth Down-hole – All Strata
9 cu vs. Depth Down-hole – All Strata
10 mv vs. Depth Down-hole – All Strata
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Phase 1 Site
Branston Locks Development Site Boundary Branston Locks Development Site
Phase 1 Site
Report Project: Brantson Locks Development: Phase 1 CON-GE-BHAM-COSTCDX8620-GIR-001 Reference: Figure Report: Ground Investigation Report Figure 01 Reference: Reproduced from Ordnance Survey map with the permission of the controller of H.M. Title: Site Location Maps Stationery Office © Crown copyright reserved. Licence no. 100033905 N
Branston Locks Development Site
Phase 1 Access Site
Source : BGS Geoindex
Project: Brantson Locks Development: Phase 1
Report: Ground Investigation Report
Title: Superficial and Bedrock Geology
Report CON-GE-BHAM-COSTCDX8620- Figure Figure 2 Reference GIR-001 Reference N
Phase 1 Access
Source : British Geological Survey [Ref 6]
Project: Brantson Locks Development: Phase 1
Report: Ground Investigation Report
Title: BGS Borehole locations
Report CON-GE-BHAM-COSTCDX8620- Figure Figure 3 Reference GIR Referece: Flooding Risk from Surface Water Flooding Risk from Rivers & Seas
Chance of flooding/year Chance of flooding/year greater than 1 in 30 greater than 1 in 30
1 in 100 to 1 in 30 1 in 100 to 1 in 30
1 in 1000 to 1 in 100 1 in 1000 to 1 in 100
less than 1 in 1000 less than 1 in 1000
Report Project: Brantson Locks Development: Phase 1 CON-GE-BHAM-COSTCDX8620-GIR-001 Reference: Figure Report: Ground Investigation Report Figure 4 Reference: Title: Flood Risk Zones MC, PL and LL vs. Depth - All Strata
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Project: Branston Locks Development Phase 1
Report: Ground Investigation Report
Title: Moisture Content, Plastic Limit and Liquid Limit vs. Depth - All Strata
Report CON-GE-BHAM-COSTCDX8620-001 Figure 5 Reference: Particle Size Distribution - All Strata
100
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40 Percentage Passing (%) Passing Percentage
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0 0.002 0.006 0.02 0.06 0.2 0.6 2 6 20 60 200
fine medium coarse fine medium coarse fine medium coarse CLAY COBBLES SILT SAND GRAVEL
Particle Size (mm)
Cohesive Fill Granular Fill
Made Ground River Terrace Deposit
Mercia Mudstone Weathering Grade IVa Mercia Mudstone Weathering Grade III
Mercia Mudstone Weathering Grade II
Project: Branston Locks Development Phase 1
Report: Ground Investigation Report
Title: Particle Size Distribution - All Strata
Report Figure CON-GE-BHAM-COSTCDX8620-001 Figure 6 Reference: Reference: 60 CL CI CH CV
50
40
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20 Plasticity Plasticity Index(%)
10
ML MI MH MV 0 0 10 20 30 40 50 60 70 80 90 100
Liquid Limit (%)
Aline Cohesive Fill (Av) Cohesive Fill Made Ground River Terrace Deposit (Av) River Terrace Deposit Mercia Mudstone Weathering Grade IVa Mercia Mudstone all Grades (Av) Mercia Mudstone Weathering Grade III Mercia Mudstone Weathering Grade II
Project: Branston Locks Development Phase 1
Report: Ground Investigation Report
Title: Atterberg Line Plot - All Strata Report Figure CON-GE-BHAM-COSTCDX8620-001 Figure 7 Reference: Reference: SPT N value vs. Depth- All Strata
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36 Mercia Mudston G II 35 34.4m SPT N = 750
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30 0 20 40 60 80 100 120 140 160
SPT N values
NOTES: - SPT derived Mass Shear Strength from Stroud c = f1*N (f1 = 5.5 - 5.8) Cohesive Fill - HV Mass Shear StrengthRTD values limited to 120 kPa Mercia Mudstone Weathering Grade IVa Mercia Mudstone Weathering Grade III Mercia Mudstone Weathering Grade II
Project: Branston Locks Development Phase 1
Report: Ground Investigation Report
Title: SPT N Value vs. Depth Down-hole - All Strata
Report Figure CON-GE-BHAM-COSTCDX8620-001 Figure 8 Reference: Reference: cu value vs. Depth- All Strata
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Depth (m AOD) (mDepth 41
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Cu (kPa)
Cohesive Fill NOTES: - SPT derived Mass Shear Strength from Stroud c = f1*N (f1 = 5.5 - 5.8) RTD - HV Mass Shear Strength values limited to 120 kPa Mercia Mudstone Weathering Grade IVa Mercia Mudstone Weathering Grade III
Project: Branston Locks Development Phase 1
Report: Ground Investigation Report
Title: cu vs. Depth Down-hole - All Strata
Report Figure CON-GE-BHAM-COSTCDX8620-001 Figure 9 Reference: Reference: mv value vs. Depth- All Strata
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Depth (m AOD) (mDepth 41
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35 0.00 0.10 0.20 0.30 0.40 0.50 0.60 Mv values
NOTES: - SPT derived Mass Shear Strength from Stroud c = f1*N (f1 = 5.5 - 5.8) - HV Mass Shear Strength values limited to 120 kPa Cohesive Fill RTD Mercia Mudstone Weathering Grade IVa Mercia Mudstone Weathering Grade III
Project: Branston Locks Development Phase 1
Report: Ground Investigation Report
Title: mv vs. Depth Down-hole - All Strata
Report Figure CON-GE-BHAM-COSTCDX8620-001 Figure 10 Reference: Reference: Project Name Branston Locks Development Phase 1 Document Title Ground Investigation Report
12 DRAWINGS
Drawing Number Title
COSTCDX8620-GEO-001 Branston Locks Development: Site Location Plan
COSTCDX8620-GEO-002 Branston Locks Development: Exploratory Hole Location Plan
COSTCDX8620-GEO-003 Branston Locks Development: Geological Cross-Section
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0 Issued: February 2016
F Revision
100 No. Drawing NOTES
610.000 450.000 1. Phase Extents are approximate, they should be used for guidance and site location purposes only. 600.000 440.000
590.000 430.000
582.438
580.000 420.000
410.000
570.000 50 400.000 Site Location 560.000 40
390.000
550.000550.054 30
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523.918 360.000 10
520.000 Site Location
350.000 0
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340.000 Approximate Extents of 500.000 Phase One Works 496.302
330.000
490.000 A1
320.000 Approximate Extents of
480.000 Phase Three Works
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Trim to this line for A1
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80.000 70.000 121.764
310.000 120.000 10.000
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89.478 230.000
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200.000 131.406 20.000 130.000
190.000 The Built County - Highways 120.000 186.898 117.406
10.000 180.000 110.000 1 Staffordshire Place
170.000 C/O Wedgwood Building, 100.000
0.000
160.000 159.672 Tipping Street
91.220 90.000 150.000 Stafford, ST16 2DH 86.015
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0.000 10.000
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23.066 60.000
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80.664 80.000 40.000 Branston Lock
70.000 0.000
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30.000 10.000 13.620
50.000 20.000
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Site Location Plan
Prepared Produced Checked Scale IT NM TB 1:1000 Grid Reference SK2221 Date Size 21.09.15 A1 Drawing No. Revision
A1 Phase Three
\\idhrs001\Consdata\RailData\Projects\IDH - Geotechnical Projects\Staffordshire Infrastructure+\Branston Locks Development\CAD\WIP\1 Live Drgs\COSTCDX8620-GEO-001.dwg - Geotechnical Projects\Staffordshire Infrastructure+\Branston \\idhrs001\Consdata\RailData\Projects\IDH COSTCDX8620-GEO-001 P1 Status
. Preliminary
P1
COSTCDX8620-GEO-002 Revision
100 No. Drawing NOTES
1. Borehole locations are accurate to six significant figures as shown in the Borehole Location Table below.
50 N LEGEND 40
Combined Cable Percussive 30 and Rotary Boreholes
20 Window Sample Holes
Inspection Pits 10
A A Section Marker 003 003 0
A1 A 003
Borehole Location Table
Ground Easting Northing Hole ID Level (x) (y) (mAOD) P1-BH01 421714 321402 47.54 P1-BH01A 421719 321397 48.16 P1-BH02 421733 321371 47.76 P1-WS01 421614 321430 47.41 P1-WS02 421649 321514 47.77 P1-WS03 421677 321445 47.54 P1-WS04 421787 321350 48.08 P1-WS05 421826 321413 47.87 P1-WS06 421841 321335 52.58 P1-HP01 421903 321329 48.08 Trim to this line for A1 Trim to this
P1 27.11.15 For Issue NM Rev Date Detail By Revisions
The Built County - Highways 1 Staffordshire Place C/O Wedgwood Building, Tipping Street Stafford, ST16 2DH
Branston Lock Development
Exploratory Hole Location Plan
Prepared Produced Checked Scale
A 003 IT NM TB 1:500 Grid Reference SK2221 Date Size 27.11.15 A1 Drawing No. Revision
002 COSTCDX8620-GEO-002
\\IDHRS001\ConsData\RailData\Projects\IDH - Geotechnical Projects\Staffordshire Infrastructure+\Branston Locks Development\CAD\WIP\1 Live Drgs\COSTCDX8620-GEO-002 & 003.dwg Live Drgs\COSTCDX8620-GEO-002 Development\CAD\WIP\1 Infrastructure+\Branston Locks Geotechnical Projects\Staffordshire - \\IDHRS001\ConsData\RailData\Projects\IDH P1 Status
. SHARED
P1
COSTCDX8620-GEO-003 Revision
100 No. Drawing NOTES
1. For details of Weathering grades for Mercia Mudstone, refer to Section 6.5 of the Ground Investigation Report: CON-GE-BHAM-COSTCDX8620-GIR-001. 2. Borehole strips are horizontally exaggerated for better visibility. 50 LEGEND 40
Combined Cable Percussive 30 and Rotary Boreholes
20 Window Sample Holes
Inspection Pits 10 0 A1
LEGEND
Made Ground
Granular Fill
Cohesive Fill
River Terrace Deposits
Weathered Mercia Mudstone (Grade IV)
Ground Water Encountered Trim to this line for A1 Trim to this
P1 06.01.16 For Issue NM Rev Date Detail By Revisions
The Built County - Highways 1 Staffordshire Place C/O Wedgwood Building, Tipping Street Stafford, ST16 2DH
Branston Lock Development
Geological Long Section
Prepared Produced Checked Scale IT NM TB 1:500 Grid Reference SK2221 Date Size 27.11.15 A1 Drawing No. Revision
003 COSTCDX8620-GEO-003
\\IDHRS001\ConsData\RailData\Projects\IDH - Geotechnical Projects\Staffordshire Infrastructure+\Branston Locks Development\CAD\WIP\1 Live Drgs\COSTCDX8620-GEO-002 & 003.dwg Live Drgs\COSTCDX8620-GEO-002 Development\CAD\WIP\1 Infrastructure+\Branston Locks Geotechnical Projects\Staffordshire - \\IDHRS001\ConsData\RailData\Projects\IDH P1 Status
. SHARED Project Name Branston Locks Development Phase 1 Document Title Ground Investigation Report
Appendix A Shepherd Gilmore Environment Limited: Report no. R0017 DH ME1072 borehole locations & extracts
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- A.1 - Issued: February 2016
Project Name Branston Locks Development Phase 1 Document Title Ground Investigation Report
Appendix B CC Ground Investigation Ltd: Factual Ground Investigation Report
Doc. Ref.:COSTCDX8620 /CON-GE-BHAM-COSTCDX8620-GIR-001 Rev. 0- B.2 - Issued: February 2016
FACTUAL REPORT
SITE: Branston Lock Development
CLIENT: Staffordshire County Council / Nurton Development (Quintus) LTD
ORDER No: 48000040114/006
DATE: 07 January 2016
REPORT No: C4877
CC Ground Investigations Ltd Report C4877
CONTENTS REPORT
1. INTRODUCTION 1
2. SITE DESCRIPTION AND GEOLOGY 3 2.1 Site Description 3 2.2 Geology 3
3. GROUND INVESTIGATION 4 3.1 Fieldwork 4 3.2 In Situ Testing 6 3.3 Logging 6 3.4 Laboratory Testing 7
4. REFERENCES 9
APPENDICES
Appendix A – Site Plan
Appendix B – Exploratory Hole Data
Appendix C – Laboratory Test Results
Appendix D – SPT Calibration Data
CC Ground Investigations Ltd Report C4877
1. INTRODUCTION
This investigation was carried out by CC Ground Investigations Ltd (CCGI) on the instruction and on behalf of Staffordshire County Council / Nurton Development (Quintus) LTD (The Client) under the technical direction of Amey OWR Limited.
The purpose of the ground investigation was to provide information to assist in the design of Branston Locks Development Phase 1; a new access route from the A38 roundabout, canal bridge and roads in to the Branston Locks Development.
The scope of the ground investigation was defined in the Engineer’s specification, reference: Ground Investigation Specification Staffordshire County council‐ Branston Locks Development (CON‐GE‐ BHAM‐COSTCDX8620‐GI‐001‐Revision 0).
This report describes the work carried out by CC Ground Investigations Ltd and presents the findings.
All information, comments and opinions given in this report are based on the ground conditions encountered during the site work, and on the results of laboratory and field tests performed during the investigation. There may however be conditions at or adjacent to the site which have not been taken into account, such as unpredictable soil strata and water conditions between or below exploratory holes. A careful watch should be maintained during any future groundworks and the comments of this report reviewed as necessary.
This report has been prepared for Staffordshire County Council / Nurton Development (Quintus) LTD and Amey OWR Limited. This report shall not be
Page 1 CC Ground Investigations Ltd Report C4877
relied upon or transferred to other parties without the written consent of CC Ground Investigations Ltd. Should any information contained within this report be used by any unauthorised third party it is done so at their own risk and shall not be the responsibility of CC Ground Investigations Ltd.
Page 2 CC Ground Investigations Ltd Report C4877
2. SITE DESCRIPTION AND GEOLOGY
2.1 Site Description
The area of investigation comprises a small residential area and local nature reserve, North of Branston Road with the land currently used for agricultural purposes, which consists of predominantly open fields at, nearest postcode DE14 3EZ. The site is centred on the approximate National Grid Reference SK 21705 21302.
2.2 Geology
Geological Records (British Geological Survey (BGS), England and Wales sheet 140 Burton upon Trent 1:50,000 scale) indicate the site is underlain by superficial deposits of Holme Pierrepont Sand and Gravel Member, part of the Trent Valley Formation. Underlying solid geology comprising mudstones of the Mercia Mudstone Group is recorded.
Page 3 CC Ground Investigations Ltd Report C4877
3. GROUND INVESTIGATION
3.1 Fieldwork
Ten exploratory holes were carried out between 12th and 17th of November 2015. All exploratory hole locations are shown on the site plan (Appendix A). The exploratory hole locations were set out by CCGI as directed by the Client on site.
The fieldwork was carried out in general accordance with BS5930, Amendment 2 (2010).
The boreholes, referenced P1‐BH01, P1‐ BH01A and P1‐BH02 (Exploratory Hole Data – Appendix B) were formed using a track mounted Comacchio MC300 multi purpose rig. Following CAT scanning hand tools were used to excavate an inspection pit to a maximum depth of 1.20m to check for buried services. Bulk and environmental soil samples were taken and retained from the inspection pits. The boreholes were then advanced using percussive sampling techniques to produce continuous disturbed samples ranging between 112mm and 98mm diameter.
On refusal of percussive sampling the boreholes were continued by rotary core drilling techniques utilising a water/polymer flush. A double‐tube swivel core barrel with a semi‐rigid plastic liner was utilised to recover continuous cores of 91mm diameter.
Undisturbed samples of 100mm nominal diameter were taken in suitable cohesive material using an open drive sampler U(T)100. The samples were wax sealed on site to prevent moisture loss.
Page 4 CC Ground Investigations Ltd Report C4877
The boreholes, referenced P1‐WS01 to P1‐WS06 (Exploratory Hole Data – Appendix B) were formed using a track mounted Terrier drilling rig. Following CAT scanning hand tools were used to excavate an inspection pit to a maximum depth of 1.20m to check for buried services. Bulk and environmental soil samples were taken and retained from the inspection pits. The boreholes were then advanced using percussive sampling techniques to produce continuous disturbed samples ranging between 83mm and 71mm diameter.
Soil samples were retained in semi‐rigid plastic liners, which were capped on site to prevent moisture loss.
Boreholes were monitored for groundwater ingress as they were advanced. Upon encountering water, sampling was temporarily stopped to allow the level to stabilise. Water levels were also recorded at the start and finish of each shift, on completion of the borehole and are presented on the relevant log.
On completion, a gas/water monitoring standpipes was installed in P1‐BH01. Each installation consisted of a 50mm ID HDPE slotted tube set in a filter response zone of limestone free gravel. The installation was sealed above and below with a bentonite pellet seal and accessed via a valve assembly. The installation was protected at the surface by a lockable stopcock cover set in concrete. Installation details are given on the relevant borehole log.
The inspection pits, referenced P1‐BH01A and P1‐HP01 (Exploratory Hole Data – Appendix B) were undertaken to provide further information in close proximity to the existing embankment and canal towpath. Representative bulk disturbed dan environmental soil samples were taken at a range of depths.
Page 5 CC Ground Investigations Ltd Report C4877
On completion, all remaining positions were backfilled with bentonite pellets and arisings with the surface reinstated.
Subsequent to fieldwork, all exploratory hole positions were surveyed and National Grid co‐ordinates and levels are presented on the relevant log.
On completion of fieldwork all samples were brought to CCGI’s office for storage.
3.2 In Situ Testing
Standard penetration tests (SPT) were carried out in general accordance with BS EN ISO 22476‐3:2005. A split barrel or a solid cone was used depending upon the materials encountered and the split barrel samples retained as small disturbed samples. The SPT N value was taken as the number of blows to penetrate the 300mm test drive following a 150mm seating drive. Where low penetration was recorded the seating drive was terminated at 25 blows and the test drive completed after a further 50 blows. SPT results are summarised as uncorrected N values on the borehole logs and . SPT hammer calibration data is presented in Appendix D.
3.3 Logging
Soil and rock samples from the exploratory holes were logged by an Engineering Geologist in general accordance with BS5930, Amendment 2 (2010). Bulk, small disturbed, core and environmental soil samples were taken retained at a range of depths. Environmental soil samples were stored on site in temperature controlled conditions. Soil and rock descriptions are presented in the borehole logs together
Page 6 CC Ground Investigations Ltd Report C4877
with details of sampling, in situ testing and relevant comments on drilling techniques.
Prior to logging photographs of the samples were taken and are presented following the relevant log.
3.4 Laboratory Testing
The following laboratory tests were carried out by Professional Soils Laboratory (UKAS No. 4043) in accordance with BS1377:1990, Parts 1 to 8, unless otherwise stated. The results are presented in Appendix C.
Test Type No. of Tests Remarks
The results are shown on the Natural Moisture Content 24 summary of soil classification tests. The results are shown on the Liquid and Plastic Limits 11 plasticity chart and summary of soil classification tests. The fine fractions of 12 of these tests Particle Size Distribution (wet sieving 19 were further analysed using the method) pipette method.
One Dimensional Consolidation 1
Multi‐stage Quick Undrained Triaxial Carried out on a full diameter UT100 1 Test sample.
Point Load Strength 3 ISRM RTH 325‐89 SR12
Testing carried out by Chemical BRE SD1 chemical testing suite for soil 6 Testing Laboratories in accordance and water with BRE Special Digest 1.
Page 7 CC Ground Investigations Ltd Report C4877
A range of chemical tests were carried out on soil and water samples by i2 Analytical (UKAS No. 4041). Testing was carried out in accordance with ISO 17025. The results are tabulated and presented in Appendix C.
CC GROUND INVESTIGATIONS LIMITED
Mike Atherton BSc (Hons) FGS Rob Clarke. BSc (Hons) MSc (Eng) FGS Senior Engineering Geologist Director
Page 8 CC Ground Investigations Ltd Report C4877
4. REFERENCES
British Geological Society, Solid and Drift Sheet 140, Burton Upon Trent, 1:50,000 scale
BRE Special Digest 1:2003: Concrete in aggressive ground. Part 1.
BS 5930+A2:1999 (2010), Code of Practice for Site Investigations
BS 1377: Parts 1 to 9 (1990), Methods of Tests of Soils for Civil Engineering Purposes
BS EN ISO 14688: Part 1: (2002), Identification and description of soil.
BS EN ISO 14688: Part 2: (2004), Principles for a classification of soil.
BS EN ISO 14689: Part 1: (2003), Identification and description.
BS EN ISO 22475: Part 1: (2006), Technical principles for execution.
BS EN ISO 22476: Part 3: (2005), Standard penetration test.
ISRM RTH 325‐89 SR12, Suggested Method for Determining Point Load Strength.
Page 9 CC Ground Investigations Ltd Report C4877
APPENDIX A
Appendix A – Site Plan
Notes:
Reproduced from base plan provided by Engineer
Site Layout Plan
Branston Lock Development
Staffordshire County Council
Appendix A
Contract No: C4877
Drawn by: Scale: MA NTS CC Ground Investigations Ltd Report C4877
APPENDIX B
Appendix B – Exploratory Hole Data
CC Ground Investigations Ltd KEY TO EXPLORATORY HOLE LOGS
Logging
The logging of soils and rocks has been carried out in general accordance with BS 5930:1999 (Amendment No.2, 2010).
Sample no/type
C Core run / sample X Dynamic sample D Small disturbed sample B Large disturbed sample U Undisturbed sample UT Thin walled undisturbed sample W Water sample ES Environmental SPT Standard Penetration Test carried out CPT Solid Cone Penetration Test carried out
Water levels
Initial Water Strike Level after monitoring 3.00m Standing Level
Insitu Tests
S 30 Split spoon sampler (SPT) followed by N Value (EN ISO 22476-3:2005) C 30 Solid cone (CPT) followed by N Value (EN ISO 22476-3:2005) *240 Where full test drive not completed, linearly extrapolated N value reported. ** No effective penetration H 30 Hand Vane – direct reading in kPa. Re* denotes refusal (i.e. >140 kPa)
Sample range Undisturbed sample C Core run U(T)100 Rotary core sub- Undisturbed sample Installation Details sample
Porous Tip Screened Standpipe Bentonite seal
Plain standpipe Granular response zone Concrete
Grout Arisings backfill
CC GROUND INVESTIGATIONS LTD Borehole No. ROTARY BOREHOLE LOG P1-BH01 Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected] Sheet 1 of 3 Project Name: Branston Lock Development Project No: Hole Type C4877 Co-ords: E 421714 N 321402 DS+RC Location: Burton on Trent Scale Level: 47.54mAOD 1 : 50.00 Client: Staffordshire County Council / Nurton Development Start: 12/11/2015 Logged By Dates: (Quintus) LTD End: 17/11/2015 DP Core Water Core Run, Samples & Testing TCR Depth Level (m) Run & SCR Install Description Legend Levels (m) (mAD) No/Type Depth (m) Result Sample RQD MADE GROUND: Grass over brown slightly sandy clayey B 0.10 GRAVEL with frequent roots and rootlets (<2mm). Gravel ES 0.30 is sub-angular to rounded fine to coarse of siliceous 0.30 47.24 B material, siltstone and 1 no. metal fragment (<50mm). 0.50 47.04 ES 0.50 B Soft brown and orangish brown slightly gravelly sandy ES CLAY with rare roots and rootlets (<1mm). Gravel is 0.85 46.69 Seepage sub-rounded to rounded fine to coarse of siliceous 1 1 B 1.00 material and siltstone. (0.65) ES 1.20 - 1.65 S 26 Soft brown and dark grey locally black clayey very SPT gravelly SAND with a slight organic odour. Gravel is B 1.50 - 2.20 sub-angular to sub-rounded fine to coarse of siliceous 1.50 46.04 material and siltstone. Light grey and grey slightly clayey gravelly SAND. Gravel 2 is sub-rounded to rounded fine to coarse of siliceous (0.95) 2 material and siltstone. SPT 2.20 - 2.65 S 30 1.20-1.50m: Locally very gravelly. 1.20-1.50m: Medium dense. 2.45 45.09 B 2.45 - 3.20 Light grey and grey slightly clayey slightly gravelly SAND. Gravel is sub-rounded to rounded fine to medium of siliceous material. 3 2.20-2.65m: Medium dense to dense. 3 Grey and light grey locally mottled brown and off white SPT 3.20 - 3.64 S*52 very clayey very sandy GRAVEL with low cobble content. Gravel is sub-angular to rounded fine to coarse of D 3.50 - 3.70 siliceous material, siltstone and sandstone. Cobbles are (2.25) rounded of siliceous material. D 3.70 - 3.90 3.20-3.64m: Very dense. 4 3.70-3.90m: Brown locally bluish grey clayey sandy 4 D 4.00 - 4.20 gravel. CPT 4.20 - 4.65 C 18 4.00-4.20m: Very sandy. 4.20-4.65m: Medium dense. 4.50-4.70m: Slightly sandy. 4.70 42.84 B 4.70 - 5.20 Firm indistinctly thinly laminated brown and reddish brown slightly sandy silty CLAY with rare light bluish grey 5 mottle (<10mm). 5 UT100 5.20 - 5.65 (1.50) 5.50-6.20m: Locally friable. D 5.65 - 5.75
6 6 6.20 41.34 B 6.20 - 6.70 Very stiff indistinctly thinly laminated brown and reddish brown slightly sandy silty CLAY with rare bluish grey mottling (<10mm). 6.20-6.80m: Locally gravelly. Gravel is sub-angular fine SPT 6.70 - 7.15 S 34 to coarse of extremely weak mudstone lithorelicts. 7 B 7.00 - 7.90 7
(3.00)
8 8 REMARKS: EQUIPMENT: Hand digging tools. Comacchio MC300 multi purpose track mounted rig. METHOD: Hand dug inspection pit: 0.00-1.20m. Continuous dynamic sampled (128mm and 113mm diam) 1.20-7.90m. Waterflush rotary coring using T6-116 core barrel 7.90-16.20m. CASING: SW diam to 1.50m, PW diam to 5.30m. GROUNDWATER: Seepage at 0.90m. No rise recorded. INSTALLATION: 50mm ID HDPE slotted pipe with washed gravel response zone: 1.00-16.00m, plain pipe with bentonite pellet seal: 0.20-1.00m, flush 150mm steel cover set in concrete 0.00-0.20m. Gas valve fitted.
Groundwater: Seepage Hole Progress: Strike Depth Casing Depth Depth After Hole Depth Casing Depth Water Depth Date (m) (m) Observation (m) Date (m) (m) (m) 12/11/15 0.90 Nil 0.90 12/11/2015 3.20 3.20 0.00 13/11/2015 3.20 3.20 2.30 13/11/2015 7.90 5.30 1.90 16/11/2015 7.90 5.30 2.30 CC ROTARY C4877.GPJ GINT LOG STD AGS 3_1.GDT 7/1/16 CC GROUND INVESTIGATIONS LTD Borehole No. ROTARY BOREHOLE LOG P1-BH01 Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected] Sheet 2 of 3 Project Name: Branston Lock Development Project No: Hole Type C4877 Co-ords: E 421714 N 321402 DS+RC Location: Burton on Trent Scale Level: 47.54mAOD 1 : 50.00 Client: Staffordshire County Council / Nurton Development Start: 12/11/2015 Logged By Dates: (Quintus) LTD End: 17/11/2015 DP Core Water Core Run, Samples & Testing TCR Depth Level (m) Run & SCR Install Description Legend Levels (m) (mAD) No/Type Depth (m) Result Sample RQD C 7.90 - 8.70 S*63 28% 7.90-8.40m: Limited recovery. SPT 7.90 - 8.29 0% 7.90-8.29m: Very stiff to hard. 0% Very stiff indistinctly thinly laminated brown and reddish brown slightly sandy silty CLAY with rare bluish grey mottling (<10mm). (continued from previous sheet) C 8.70 - 10.20 S*71 78% 8.70-9.06m: Hard. SPT 8.70 - 9.06 0% 9 0% 9 9.20 38.34 Very stiff thinly laminated reddish brown slightly sandy slightly gravelly silty CLAY with occasional thick B 9.50 - 10.20 laminations of extremely weak mudstone (<15mm) and rare light bluish grey mottling (<5mm). Gravel is angular to sub-angular fine to coarse lof extremely weak (1.15) 10 mudstone lithorelicts. 10
C 10.20 - 11.70 C*71 10.20-10.56m: Hard. 89% 10.35 37.19 CPT 10.20 - 10.56 2% Very stiff thinly laminated reddish brown slightly sandy 0% gravelly CLAY with occasional thick laminations of extremely weak mudstone (<20mm). Gravel is angular to sub-angular fine to coarse of extremely weak mudstone lithorelicts. 11 B 11.00 - 11.70 11 10.80m: Very thin bed of weak mudstone (<30mm). Non (1.70) intact. 10.90-11.00m: Thin bed of weak mudstone with extremely closely to very closely spaced discontinuities. 11.20-11.25m: Very thin bed of weak mudstone with C 11.70 - 13.20 C*54 100% extremely closely spaced discontinuities. CPT 11.70 - 12.12 5% 12 0% 11.80-12.00m: Occasional veins of light grey horizontal 12 C 12.03 - 12.10 gypsum (<5mm). 12.05 35.49 B 12.20 - 12.90 Extremely weak thinly laminated reddish brown MUDSTONE with rare light bluish grey mottling (<2mm) and locally tending to a stiff clay with occasional extremely weak sub-angular fine to coarse gravel sized mudstone lithorelicts. Discontinuities are randomly 13 orientated extremely closely to very closely spaced 13 undulating rough and smooth. C 13.20 - 14.00 C*750 100% 12.05-12.20m: Weak. Very closely space discontinuities. (2.35) CPT 13.20 - 13.35 0% 12.25-12.70m: Occasional horizontal light grey gypsum B 13.50 - 14.00 0% veins (<5mm). 13.00m: Horizontal light grey gypsum vein (<40mm). 13.05m: Horizontal light grey gypsum vein (<2mm). 13.20-13.40m: Weak. Non-intact. 14 14 C 14.00 - 14.70 95% 13.40-14.00m: Tending to firm gravelly clay. Gravel is 41% sub-angular fine to coarse of extremely weak mudstone 0% lithorelicts. 14.40 33.14 13.75-14.00m: Vertical light grey gypsum vein (<2mm thick). C 14.65 - 14.70 C*150 98% 14.00-14.40m: Non-intact. Possibly drilling induced. (0.75) C 14.70 - 16.20 52% CPT 14.70 - 14.89 Extremely weak thinly laminated reddish brown 15 14% MUDSTONE. Discontinuities are horizontal and 15 C 15.08 - 15.20 sub-horizontal very closely to closely spaced undulating 15.15 32.39 rough and smooth. (0.45) 14.40-14.45m: Vertical discontinuity. 14.50-14.52m: Non-intact. 15.60 31.94 14.65-14.70m: Horizontal off-white gypsum vein. 14.70-14.85m: Locally bluish grey. (0.60) 16 14.90-15.15m: Vertical off-white gypsum vein (<20mm 16 C 16.10 - 16.20 thick). 16.20 31.34 CPT 16.20 - 16.34 C*158 15.00-15.15m: Weak with closely spaced discontinuities. Extremely weak thinly laminated reddish brown locally bluish grey and light grey MUDSTONE with occasional sub-horizontal and sub-vertical gypsum veins (<5mm) and tending to a stiff clay with occasional extremely weak 17 sub-angular fine to coarse gravel sized mudstone 17 lithorelicts. Discontinuities are randomly orientated extremely closely spaced planar smooth and rough. Weak indistinctly thinly laminated reddish brown locally bluish grey and light grey MUDSTONE with occasional Groundwater: Seepage Hole Progress: Strike Depth Casing Depth Depth After Hole Depth Casing Depth Water Depth Date (m) (m) Observation (m) Date (m) (m) (m) 16/11/2015 14.00 5.30 2.70 17/11/2015 14.00 5.30 2.40 17/11/2015 16.20 5.30 2.47 CC ROTARY C4877.GPJ GINT LOG STD AGS 3_1.GDT 7/1/16 CC GROUND INVESTIGATIONS LTD Borehole No. ROTARY BOREHOLE LOG P1-BH01 Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected] Sheet 3 of 3 Project Name: Branston Lock Development Project No: Hole Type C4877 Co-ords: E 421714 N 321402 DS+RC Location: Burton on Trent Scale Level: 47.54mAOD 1 : 50.00 Client: Staffordshire County Council / Nurton Development Start: 12/11/2015 Logged By Dates: (Quintus) LTD End: 17/11/2015 DP Core Water Core Run, Samples & Testing TCR Depth Level (m) Run & SCR Install Description Legend Levels (m) (mAD) No/Type Depth (m) Result Sample RQD horizontal gypsum veins (<2mm). Discontinuities are horizontal and sub-horizontal very closely to closely 18 spaced undulating smooth and rough. 18 15.60-15.65m: Sub-vertical discontinuity. 15.85m: Sub-vertical discontinuity (<30mm). 15.87m: Horizontal light grey gypsum vein (<5mm). 15.87-15.90m: Non-intact. Borehole completed at 16.20m 19 19
20 20
21 21
22 22
23 23
24 24
25 25
26 26
27 27
Groundwater: Seepage Hole Progress: Strike Depth Casing Depth Depth After Hole Depth Casing Depth Water Depth Date (m) (m) Observation (m) Date (m) (m) (m) CC ROTARY C4877.GPJ GINT LOG STD AGS 3_1.GDT 7/1/16 Core Photograph
Contract ID: C4877 Borehole ID: P1 BH01
Contract Name: Branson Locks Box No: 1 Staffordshire County Client: Depth: 1.20m – 3.20m Hole ID: Council Core Photograph
Contract ID: C4877 Borehole ID: P1 BH01
Contract Name: Branson Locks Box No: 2 Staffordshire County Client: Depth: 3.20m – 5.20m Hole ID: Council Core Photograph
Contract ID: C4877 Borehole ID: P1 BH01
Contract Name: Branson Locks Box No: 3 Staffordshire County Client: Depth: 5.20m – 8.20m Hole ID: Council Core Photograph
Contract ID: C4877 Borehole ID: P1 BH01
Contract Name: Branson Locks Box No: 4 Staffordshire County Client: Depth: 7.90m – 11.70m Hole ID: Council Core Photograph
Contract ID: C4877 Borehole ID: P1 BH01
Contract Name: Branson Locks Box No: 5 Staffordshire County Client: Depth: 11.70‐14.70m Hole ID: Council Core Photograph
Contract ID: C4877 Borehole ID: P1 BH01
Contract Name: Branson Locks Box No: 6 Staffordshire County Client: Depth: 14.70m – 16.20m Hole ID: Council CC GROUND INVESTIGATIONS LTD Pit No INSPECTION PIT LOG P1-BH01A Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected] Sheet 1 of 1 Project Name: Branston Lock Development Project No: Co-ords: E 421719 N 321397 Date C4877 Level: 48.16mAOD 12/11/2015 Location: Burton on Trent Dimensions: 0.30m Scale Depth 1 : 12.5 Client: Staffordshire County Council / Nurton Development 0.75m Logged By (Quintus) LTD 0.30m DP
Water Samples & In Situ Testing Depth Level (m) Description Legend Levels No/Type Depth (m) Result (m) (mAD) FILL: Grass over soft grey and brown slightly gravelly sandy CLAY with frequent roots and rootlets (<2mm). Gravel is sub-angular to rounded fine to coarse of concrete, sandstone and siliceous material. (0.15) 0.15 48.01 FILL: Brown slightly clayey sandy GRAVEL. Gravel is sub-angular to rounded fine B 0.20 to coarse of siliceous material, siltstone, brick, concrete and porcelain. ES (0.30)
0.45 47.71 FILL: Brown and dark brown silty very sandy GRAVEL. Gravel is sub-angular to B 0.50 rounded fine to coarse of siliceous material, brick and siltstone. ES (0.30)
B 0.70 0.70-0.75m: Locally brown and orangish brown. Locally sandy. Dry ES 0.75 47.41 Inspection pit completed at 0.75m
1 1
2 2 REMARKS: EQUIPMENT: Hand digging tools. METHOD: Hand dug inspection pit: 0.00-0.75m. GROUNDWATER: Not encountered. BACKFILL: Upon completion hole backfilled with bentonite pellets 0.00-0.75m and the ground surface reinstated. REMARKS: Terminated on engineer's instruction. CC INS PIT C4877.GPJ GINTLOG STD AGS 3_1.GDT 7/1/16 CC GROUND INVESTIGATIONS LTD Borehole No. ROTARY BOREHOLE LOG P1-BH02 Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected] Sheet 1 of 1 Project Name: Branston Lock Development Project No: Hole Type C4877 Co-ords: E 421733 N 321371 DS+RC Location: Burton on Trent Scale Level: 47.76mAOD 1 : 50.00 Client: Staffordshire County Council / Nurton Development Start: 17/11/2015 Logged By Dates: (Quintus) LTD End: 19/11/2015 DP Core Water Core Run, Samples & Testing TCR Depth Level (m) Run & SCR Install Description Legend Levels (m) (mAD) No/Type Depth (m) Result Sample RQD MADE GROUND: Grass over soft dark brown slightly B 0.20 sandy gravelly CLAY with occasional roots and rootlets ES (<2mm) and low cobble content. Gravel is angular to 0.35 47.41 rounded fine to coarse of siliceous material, clinker, slag B 0.50 and wood fragments (<30mm). Cobbles are sub-angular (0.50) ES 0.70 of brick. B 0.85 46.91 MADE GROUND: Soft friable grey and greyish brown 1 B 0.90 1 ES slightly gravelly sandy silty CLAY with rare roots and 1.10 46.66 1.10 rootlets (<2mm) and low cobble content. Gravel is B 1.20 - 1.65 S 38 SPT angular to rounded fine to coarse of glass, brick, siliceous material, slag, slate and porcelain. Cobbles are (0.75) B 1.55 - 1.85 sub-angular of siliceous material. 0.70-0.85m: Locally gravelly. 1.85 45.91 B 1.85 - 2.20 Brown and orangish brown clayey sandy GRAVEL. 2 2 Gravel is sub-rounded to rounded fine to coarse of B 2.20 - 2.75 C 47 siliceous material, sandstone and mudstone. 2.20 45.56 CPT 2.20 - 2.65 Dense brown and orangish brown locally orange slightly clayey sandy locally very sandy GRAVEL. Gravel is sub-rounded to rounded fine to coarse of siliceous (1.00) B 2.75 - 3.20 material and sandstone. 1.55-1.85m: Brown and reddish brown. 3 3 Brown and light reddish brown slightly clayey gravelly SAND. Gravel is sub-angular to rounded fine to coarse of 3.20 44.56 siliceous material, siltstone and sandstone. Dense brown slightly clayey very sandy GRAVEL. Gravel is sub-angular to rounded fine to coarse of siliceous material and sandstone. 4 2.20-2.75m: Recovered as slightly sandy gravel. 4 Borehole completed at 3.20m
5 5
6 6
7 7
8 8 REMARKS: EQUIPMENT: Hand digging tools. Comacchio MC300 multi purpose track mounted rig. METHOD: Hand dug inspection pit: 0.00-1.20m. Continuous dynamic sampled (128mm diam) 1.20-2.20m, (113mm diam) 2.20-3.20m. CASING: SW diam to 1.30m, PW diam to 2.20m. GROUNDWATER: None encountered prior to the use of a water flush. BACKFILL: Upon completion hole backfilled with bentonite pellets 0.00-3.20m and the ground surface reinstated.
Groundwater: Hole Progress: Strike Depth Casing Depth Depth After Hole Depth Casing Depth Water Depth Date (m) (m) Observation (m) Date (m) (m) (m) 18/11/2015 3.20 2.20 0.00 CC ROTARY C4877.GPJ GINT LOG STD AGS 3_1.GDT 7/1/16 Core Photograph
Contract ID: C4877 Borehole ID: P1 BH02
Contract Name: Branson Locks Box No: 1 Staffordshire County Client: Depth: 1.20‐3.20m Hole ID: Council CC GROUND INVESTIGATIONS LTD Borehole No. WINDOW SAMPLE LOG P1-WS01 Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected] Sheet 1 of 1 Project Name: Branston Lock Development Project No: Hole Type C4877 Co-ords: E 421614 N 321430 WS Location: Burton on Trent Scale Level: 47.41mAOD 1 : 31.25 Client: Staffordshire County Council / Nurton Development Start: 16/11/2015 Logged By Dates: (Quintus) LTD End: 16/11/2015 DP Water Samples & In Situ Testing Depth Level (m) Sample Install Description Legend Levels No/Type Depth (m) Result (m) (mAD) Grass over soft brown and greyish brown slightly sandy slightly B 0.10 gravelly CLAY with occasional roots and rootlets (<1mm). B 0.20 Gravel is sub-angular to sub-rounded fine to coarse of siliceous (0.45) ES material. 0.00-0.20m: Locally orangish brown. 0.45 46.96 Light grey and brownish grey locally orangish brown slightly B 0.50 clayey very sandy GRAVEL. Gravel is sub-angular to rounded ES (0.30) fine to coarse of siliceous material, siltstone and sandstone. 0.75 46.66 Medium dense grey and light greyish brown slightly clayey sandy GRAVEL. Gravel is sub-rounded to rounded fine to coarse of siliceous material, siltstone and sandstone. 1 B 1.00 1 ES SPT 1.20 - 1.65 S 17
D 1.40 - 1.55 1.40-1.55m: Slightly sandy.
1.80-2.00m: Slightly clayey gravelly sand. (2.25)
2 B 2.00 - 2.50 S 27 2 SPT 2.00 - 2.45
B 2.50 - 3.00 2.50-3.00m: Very sandy.
3 3.00 44.41 3 Borehole completed at 3.00m
4 4
5 5 REMARKS: EQUIPMENT: Hand digging tools. Terrier 2002 track mounted rig. METHOD: Hand dug inspection pit: 0.00-1.20m. Continuous disturbed sampling using 101mm diam sample barrel: 1.20-3.00m. CASING: 113mm diam to 3.00m. GROUNDWATER: Standing at 2.00m following SPT 2.00-2.45m. No rise recorded. BACKFILL: Upon completion hole backfilled with arisings 2.30-3.00m and bentonite pellets 0.00-2.30m and the ground surface reinstated. REMARKS: Sand "blowing" inside casing to 2.30m following sample run 2.00-3.00m
Groundwater: Hole Progress: Strike Depth Casing Depth Depth After Hole Depth Casing Depth Water Depth Date (m) (m) Observation (m) Date (m) (m) (m) 16/11/15 2.00 2.00 2.00 16/11/2015 3.00 3.00 2.00 CC GINT WS LOG C4877.GPJ STD 7/1/16 AGS 3_1.GDT Window Sample Photograph
Contract ID: C4877 Hole ID: P1 WS01
Contract Name: Branston Lock Depth: 1.20 – 3.00m Staffordshire County Client: Hole ID: Council CC GROUND INVESTIGATIONS LTD Borehole No. WINDOW SAMPLE LOG P1-WS02 Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected] Sheet 1 of 1 Project Name: Branston Lock Development Project No: Hole Type C4877 Co-ords: E 421649 N 321514 WS Location: Burton on Trent Scale Level: 47.77mAOD 1 : 31.25 Client: Staffordshire County Council / Nurton Development Start: 16/11/2015 Logged By Dates: (Quintus) LTD End: 16/11/2015 DP Water Samples & In Situ Testing Depth Level (m) Sample Install Description Legend Levels No/Type Depth (m) Result (m) (mAD) Grass over soft dark brown locally light grey slightly sandy gravelly CLAY with rare roots and rootlets (<1mm). Gravel is B 0.20 sub-rounded to rounded fine to coarse of siliceous material and siltstone. ES (0.70)
B 0.50 ES 0.70 47.07 B 0.70 Medium dense brown and orangish brown locally light grey and ES orange slightly clayey sandy locally very sandy GRAVEL. Gravel is sub-angular to rounded fine to coarse of siliceous material, 1 B 1.00 siltstone and sandstone. 1 ES 1.00-1.20m: Locally clayey. B 1.20 - 2.00 S 27 1.20m: 1 no. rounded cobble of siliceous material. SPT 1.20 - 1.65 (1.50)
1.90m: 1 no. rounded cobble of siliceous material. 2 SPT 2.00 - 2.45 S 47 2
2.20 45.57 B 2.20 - 2.60 Medium dense light brown and light greyish brown slightly clayey gravelly SAND. Gravel is sub-rounded to rounded fine to coarse of siliceous material and sandstone. (0.40)
2.60 45.17 B 2.60 - 3.00 Light brown and light greyish brown locally orange slightly clayey sandy GRAVEL with low cobble content. Gravel is sub-rounded to rounded fine to coarse of siliceous material and siltstone. (0.40) Cobbles are rounded of siliceous material and sandstone. 3 3.00 44.77 3 SPT 3.00 - 3.45 S 19 Borehole completed at 3.00m
4 4
5 5 REMARKS: EQUIPMENT: Hand digging tools. Terrier 2002 track mounted rig. METHOD: Hand dug inspection pit: 0.00-1.20m. Continuous disturbed sampling using 101mm diam sample barrel: 1.20-3.00m. CASING: 113mm diam to 2.00m. GROUNDWATER: Standing at 2.50m following sample run 2.00-3.00m. No rise recorded. BACKFILL: Upon completion hole backfilled with bentonite pellets 0.00-3.00m and the ground surface reinstated.
Groundwater: Hole Progress: Strike Depth Casing Depth Depth After Hole Depth Casing Depth Water Depth Date (m) (m) Observation (m) Date (m) (m) (m) 16/11/15 2.50 2.00 2.50 16/11/2015 3.00 2.00 2.50 CC GINT WS LOG C4877.GPJ STD 7/1/16 AGS 3_1.GDT Window Sample Photograph
Contract ID: C4877 Hole ID: P1 WS02
Contract Name: Branston Lock Depth: 1.20 – 3.00m Staffordshire County Client: Hole ID: Council CC GROUND INVESTIGATIONS LTD Borehole No. WINDOW SAMPLE LOG P1-WS03 Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected] Sheet 1 of 1 Project Name: Branston Lock Development Project No: Hole Type C4877 Co-ords: E 421677 N 321445 WS Location: Burton on Trent Scale Level: 47.54mAOD 1 : 31.25 Client: Staffordshire County Council / Nurton Development Start: 16/11/2015 Logged By Dates: (Quintus) LTD End: 16/11/2015 DP Water Samples & In Situ Testing Depth Level (m) Sample Install Description Legend Levels No/Type Depth (m) Result (m) (mAD) Soft dark brown and brown clayey very gravelly SAND with rare roots and rootlets (<1mm). Gravel is sub-angular to rounded fine (0.35) B 0.20 to coarse of siliceous material and siltstone. ES 0.35 47.19 B 0.35 Brown and orangish brown locally light grey and orange slightly clayey sandy GRAVEL. Gravel is sub-rounded to rounded fine to B 0.50 coarse of siliceous material, siltstone and sandstone. ES 0.35-0.50m: Locally clayey. (0.90)
1 1 B 1.00 1.00-1.20m: Locally very sandy. ES SPT 1.20 - 1.65 S 25 1.25 46.29 B 1.25 - 1.60 Medium dense light brown locally dark brown slightly clayey SAND with occasional black partially decomposed organic (0.35) matter (<2mm). 1.60 45.94 B 1.60 - 2.00 Light brown locally light grey and reddish brown slightly clayey sandy GRAVEL. Gravel is sub-angular to rounded fine to coarse of siliceous material, sandstone and siltstone. 1.90-2.00m: 1 no. cobble of sub-rounded siliceous material. 2 2 SPT 2.00 - 2.45 S 20 2.00-2.45m: Medium dense. 2.10-2.25m: Locally very sandy. (1.40) B 2.30 - 2.70 2.30-3.00m: Occasional black partially decomposed organic matter (<1mm).
B 2.70 - 3.00 2.70-3.00m: Locally very sandy.
3.00m: 1 no. rounded cobble of siliceous material. 3 SPT 3.00 - 3.45 S 21 3.00 44.54 3 Borehole completed at 3.00m
4 4
5 5 REMARKS: EQUIPMENT: Hand digging tools. Terrier 2002 track mounted rig. METHOD: Hand dug inspection pit: 0.00-1.20m. Continuous disturbed sampling using 101mm diam sample barrel: 1.20-3.00m. CASING: 113mm diam to 2.00m. GROUNDWATER: Standing at 2.20m following SPT 2.00-2.40m. No rise recorded. BACKFILL: Upon completion hole backfilled with bentonite pellets 0.00-3.00m and the ground surface reinstated.
Groundwater: Hole Progress: Strike Depth Casing Depth Depth After Hole Depth Casing Depth Water Depth Date (m) (m) Observation (m) Date (m) (m) (m) 16/11/15 2.20 2.00 2.20 16/11/2015 3.00 2.00 2.20 CC GINT WS LOG C4877.GPJ STD 7/1/16 AGS 3_1.GDT Window Sample Photograph
Contract ID: C4877 Hole ID: P1 WS03
Contract Name: Branston Lock Depth: 1.20 – 3.00m Staffordshire County Client: Hole ID: Council CC GROUND INVESTIGATIONS LTD Borehole No. WINDOW SAMPLE LOG P1-WS04 Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected] Sheet 1 of 1 Project Name: Branston Lock Development Project No: Hole Type C4877 Co-ords: E 421787 N 321350 WS Location: Burton on Trent Scale Level: 48.08mAOD 1 : 31.25 Client: Staffordshire County Council / Nurton Development Start: 17/11/2015 Logged By Dates: (Quintus) LTD End: 17/11/2015 DP Water Samples & In Situ Testing Depth Level (m) Sample Install Description Legend Levels No/Type Depth (m) Result (m) (mAD) MADE GROUND: Grass over soft brown slightly sandy slightly gravelly CLAY with occasional roots and rootlets (<1mm). B 0.20 Gravel is sub-angular to rounded fine to coarse of siliceous (0.40) ES material and wood fragments (<40mm). 0.05m: Red twine across pit (<5mm). 0.40 47.68 Orangish brown and brown clayey very sandy GRAVEL with rare B 0.50 roots and rootlets (<1mm). Gravel is sub-rounded to rounded (0.30) ES fine to coarse of siliceous material, siltstone and sandstone. 0.70 47.38 Orangish brown and orange slightly clayey sandy locally very sandy GRAVEL. Gravel is sub-rounded to rounded fine to coarse of siliceous material, mudstone and sandstone. 1 B 1.00 1 ES SPT 1.20 - 1.65 S 43 1.20-1.65m: Dense. (1.05) B 1.35 - 1.65 1.35-1.65m: Light grey locally off white and purplish brown. Sandy.
1.75 46.33 B 1.75 - 2.00 Orangish brown and light brown slightly clayey very sandy GRAVEL. Gravel is sub-rounded to rounded fine to coarse of (0.25) 2 Dry siliceous material and sandstone. 2.00 46.08 2 CPT 2.00 - 2.29 C*79 Borehole completed at 2.00m
3 3
4 4
5 5 REMARKS: EQUIPMENT: Hand digging tools. Terrier 2002 track mounted rig. METHOD: Hand dug inspection pit: 0.00-1.20m. Continuous disturbed sampling using 101mm diam sample barrel: 1.20-2.00m. CASING: None used. GROUNDWATER: Not encountered. BACKFILL: Upon completion hole backfilled with bentonite pellets 0.00-2.00m and the ground surface reinstated. REMARKS: Borehole collapsed to 1.20m following sample run 1.20-2.00m.
Groundwater: Dry Hole Progress: Strike Depth Casing Depth Depth After Hole Depth Casing Depth Water Depth Date (m) (m) Observation (m) Date (m) (m) (m) 16/11/2015 2.00 Nil Dry CC GINT WS LOG C4877.GPJ STD 7/1/16 AGS 3_1.GDT Window Sample Photograph
Contract ID: C4877 Hole ID: P1 WS04
Contract Name: Branston Lock Depth: 1.10 – 2.00m Staffordshire County Client: Hole ID: Council CC GROUND INVESTIGATIONS LTD Borehole No. WINDOW SAMPLE LOG P1-WS05 Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected] Sheet 1 of 1 Project Name: Branston Lock Development Project No: Hole Type C4877 Co-ords: E 421826 N 321413 WS Location: Burton on Trent Scale Level: 47.87mAOD 1 : 31.25 Client: Staffordshire County Council / Nurton Development Start: 16/11/2015 Logged By Dates: (Quintus) LTD End: 16/11/2015 DP Water Samples & In Situ Testing Depth Level (m) Sample Install Description Legend Levels No/Type Depth (m) Result (m) (mAD) Grass over soft brown and dark brown slightly sandy gravelly CLAY with frequent roots and rootlets (<2mm). Gravel is B 0.20 sub-angular to rounded fine to coarse of siliceous material and (0.45) ES siltstone. 0.45 47.42 Brown and orangish brown locally orange and light grey slightly B 0.50 clayey sandy GRAVEL. Gravel is sub-angular to rounded fine to (0.25) ES coarse of siliceous material, sandstone and siltstone. 0.70 47.17 Orangish brown and orange slightly clayey sandy GRAVEL with low cobble content. Gravel is sub-angular to rounded fine to coarse of siliceous material, sandstone and siltstone. Cobbles 1 B 1.00 are sub-rounded of siliceous material. 1 ES 0.90-1.20m: Locally very sandy. SPT 1.20 - 1.65 S 36 1.20-1.65m: Dense. D 1.30 - 1.50 1.30-1.50m: Locally very sandy. (1.30)
B 1.50 - 2.00 1.50m: 1 no. granite fragment (<20mm).
2 2.00 45.87 2 SPT 2.00 - 2.38 S*61 Borehole completed at 2.00m
3 3
4 4
5 5 REMARKS: EQUIPMENT: Hand digging tools. Terrier 2002 track mounted rig. METHOD: Hand dug inspection pit: 0.00-1.20m. Continuous disturbed sampling using 101mm diam sample barrels: 1.20-2.00m. CASING: None used. GROUNDWATER: Standing at 2.35m following SPT 2.00-2.38m. No rise recorded. BACKFILL: Upon completion hole backfilled with bentonite pellets 0.00-2.00m and the ground surface reinstated.
Groundwater: Hole Progress: Strike Depth Casing Depth Depth After Hole Depth Casing Depth Water Depth Date (m) (m) Observation (m) Date (m) (m) (m) 16/11/15 2.35 2.00 2.35 16/11/2015 2.00 Nil 2.35 CC GINT WS LOG C4877.GPJ STD 7/1/16 AGS 3_1.GDT Window Sample Photograph
Contract ID: C4877 Hole ID: P1 WS05
Contract Name: Branston Lock Depth: 1.20 – 2.00m Staffordshire County Client: Hole ID: Council CC GROUND INVESTIGATIONS LTD Borehole No. WINDOW SAMPLE LOG P1-WS06 Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected] Sheet 1 of 1 Project Name: Branston Lock Development Project No: Hole Type C4877 Co-ords: E 421841 N 321335 WS Location: Burton on Trent Scale Level: 52.58mAOD 1 : 31.25 Client: Staffordshire County Council / Nurton Development Start: 17/11/2015 Logged By Dates: (Quintus) LTD End: 17/11/2015 DP Water Samples & In Situ Testing Depth Level (m) Sample Install Description Legend Levels No/Type Depth (m) Result (m) (mAD) FILL: Black and dark brown slightly clayey slightly sandy B 0.10 GRAVEL. Gravel is angular to sub-angular fine to coarse of 0.15 52.43 ES 0.20 clinker. B FILL: Firm locally friable reddish brown and brown slightly sandy ES slightly gravelly, locally gravelly CLAY. Gravel is angular to sub-rounded fine to coarse of siliceous material, concrete, B 0.50 mudstone, limestone, wood, sandstone and brick. ES
1 B 1.00 1 ES SPT 1.20 - 1.65 S 12 B 1.30 - 2.00
2 SPT 2.00 - 2.45 S 8 (3.75) 2
B 2.25 - 3.00 2.30-2.40m: Dark brown.
3 ES 3.00 S 6 3 SPT 3.00 - 3.45
B 3.40 - 3.90
3.60m: 1 no. black sub-angular slag piece (<40mm).
3.90 48.68 FILL: Soft reddish brown sandy slightly gravelly CLAY. Gravel is 4 B 4.00 - 4.70 S 3 sub-angular to rounded fine to coarse of siliceous material and 4 SPT 4.00 - 4.45 mudstone. (POSSIBLE NATURAL).
(0.80)
Dry 4.70 47.88 SPT 4.70 - 4.77 S*500 Borehole completed at 4.70m
5 5 REMARKS: EQUIPMENT: Hand digging tools. Terrier 2002 track mounted rig. METHOD: Hand dug inspection pit: 0.00-1.20m. Continuous disturbed sampling using 101mm and 86mm diam sample barrels: 1.20-4.70m. CASING: None used. GROUNDWATER: Not encountered. BACKFILL: Upon completion hole backfilled with bentonite pellets 0.00-4.70m and the ground surface reinstated. REMARKS: Window sample refused at 4.70m.
Groundwater: Dry Hole Progress: Strike Depth Casing Depth Depth After Hole Depth Casing Depth Water Depth Date (m) (m) Observation (m) Date (m) (m) (m) 17/11/2015 4.70 Nil Dry CC GINT WS LOG C4877.GPJ STD 7/1/16 AGS 3_1.GDT Window Sample Photograph
Contract ID: C4877 Hole ID: P1 WS06
Contract Name: Branston Lock Depth: 1.20 – 4.70m Staffordshire County Client: Hole ID: Council CC GROUND INVESTIGATIONS LTD Pit No INSPECTION PIT LOG P1-HP01 Telephone: 01452 739165 , Fax: 01452 739220 , Email: [email protected] Sheet 1 of 1 Project Name: Branston Lock Development Project No: Co-ords: E 421903 N 321329 Date C4877 Level: 48.08mAOD 17/11/2015 Location: Burton on Trent Dimensions: 0.30m Scale Depth 1 : 12.5 Client: Staffordshire County Council / Nurton Development 1.05m Logged By (Quintus) LTD 0.30m DP
Water Samples & In Situ Testing Depth Level (m) Description Legend Levels No/Type Depth (m) Result (m) (mAD) FILL: Soft brown slightly sandy gravelly CLAY with frequent roots and rootlets (<10mm). Gravel is sub-angular to rounded fine to coarse of siliceous material and mudstone.
B 0.20 (0.40) ES
0.30m: 1 no. sub-angular gypsum cobble (<70mm).
0.40 47.68 FILL: Soft friable light brown slightly sandy slightly gravelly locally gravelly CLAY locally tending to a very clayey sand with occasional roots and rootlets (<2mm). Gravel is angular to sub-rounded fine to coarse of siliceous material, porcelain, B 0.50 mudstone, gypsum and sandstone. ES
(0.65)
B 0.90 ES 1 1 Dry 1.05 47.03 Inspection pit completed at 1.05m
2 2 REMARKS: EQUIPMENT: Hand digging tools. METHOD: Hand dug inspection pit: 0.00-1.05m. GROUNDWATER: Not encountered. BACKFILL: Upon completion hole backfilled with bentonite pellets 0.00-1.05m and the ground surface reinstated. REMARKS: Terminated on engineer's instruction. CC INS PIT C4877.GPJ GINTLOG STD AGS 3_1.GDT 7/1/16 CC Ground Investigation Limited STANDARD PENETRATION TEST
Telephone: 01452 739165, Fax: 01452 739220, Email: [email protected] CLIENT Staffordshire County Council SITE Branston Lock Development Borehole Borehole Bottom Casing Water Seating Drive Test Drive Test No. Depth Depth Depth Level Blows Pen (mm) Blows Pen (mm) Type N (m) (m) (m) (m)
BH01 1.20 1.65 Nil 0.90 4 6 75 75 6 7 7 6 75 75 75 75 S 26
BH01 2.20 2.65 2.20 GL 2 4 75 75 6 6 8 10 75 75 75 75 S 30
BH01 3.20 3.64 3.20 GL 2 9 75 75 13 15 12 10 75 75 75 65 S *52
BH01 4.20 4.65 4.20 1.87 2 2 75 75 3 4 4 7 75 75 75 75 C 18
BH01 6.70 7.15 5.20 2.71 6 6 75 75 9 9 8 8 75 75 75 75 S 34
BH01 7.90 8.29 5.30 0.78 5 5 75 75 13 13 15 9 75 75 75 15 S *63
BH01 8.70 9.06 5.30 2.40 6 13 75 75 14 20 16 ‐ 75 75 60 ‐ S *71
BH01 10.20 10.56 5.30 2.62 8 12 75 75 14 19 17 ‐ 75 75 60 ‐ C *71
BH01 11.70 12.02 5.30 2.51 8 7 75 75 10 14 11 15 75 75 75 45 C *54
BH01 13.20 13.35 5.30 2.35 7 18 75 55 50 ‐‐‐20 ‐ ‐ ‐ C *750
BH01 14.70 14.89 5.30 2.58 18 7 75 15 30 20 ‐‐75 25 ‐ ‐ C *150
BH01 16.20 16.34 5.30 2.47 25 ‐ 45 ‐ 36 14 ‐‐75 20 ‐ ‐ C *158
BH02 1.20 1.65 Nil Dry 3 6 75 75 8 9 10 11 75 75 75 75 S 38
BH02 2.20 2.65 1.50 Dry 3 7 75 75 10 11 12 14 75 75 75 75 C 47
WS01 1.20 1.65 Nil Dry 4 4 75 75 5 4 4 4 75 75 75 75 S 17
WS01 2.00 2.45 2.00 Dry 4 6 75 75 8 8 6 5 75 75 75 75 S 27
WS02 1.20 1.65 Nil Dry 2 4 75 75 5 6 8 8 75 75 75 75 S 29
WS02 2.00 2.45 2.00 Dry 5 9 75 75 11 12 12 12 75 75 75 75 S 47
WS02 3.00 3.45 2.00 2.50 2 4 75 75 5 4 5 5 75 75 75 75 S 19
WS03 1.20 1.65 Nil Dry 3 3 75 75 5 5 7 8 75 75 75 75 S 25
WS03 2.00 2.45 2.00 2.20 5 5 75 75 5 5 5 5 75 75 75 75 S 20
WS03 3.00 3.45 2.00 2.20 2 3 75 75 3 5 5 8 75 75 75 75 S 21
WS04 1.20 1.65 Nil Dry 7 7 75 75 9 10 11 13 75 75 75 75 S 43
WS04 2.00 2.29 Nil Dry 20 5 75 20 16 22 12 ‐ 75 75 40 ‐ C *79
WS05 1.20 1.65 Nil Dry 4 6 75 75 8 9 9 10 75 75 75 75 S 46
WS05 2.00 2.38 Nil 2.35 12 13 75 60 13 17 16 4 75 75 75 20 S 61
WS06 1.20 1.65 Nil Dry 3 4 75 75 3 3 3 3 75 75 75 75 S 12 y WS06 2.00 2.45 Nil Dry 2 1 75 75 2 2 2 2 75 75 75 75 S 8
WS06 3.00 3.45 Nil Dry 0 1 75 75 1 1 2 2 75 75 75 75 S 6
WS06 4.00 4.45 Nil Dry 0 0 75 75 0 0 2 1 75 75 75 75 S 3
WS06 4.70 4.77 Nil Dry 25 ‐ 40 ‐ 50 ‐‐‐30 ‐ ‐ ‐ S *500
Notes: 1. Test carried out in general accordance with BS. 1377: Part 9: 3.3. 2. N values have not been subjected to any correction. 3. Test carried out using split spoon S, solid cone C. 4. Where full test drive not completed, linearly extrapolated N value reported. 5. <1 Denotes hammer self weight penetration (sank under own weight). 6. ** Denotes no effective penetration. CONTRACT CHECKED C4877 MA CC Ground Investigations Ltd Report C4877
APPENDIX C
Appendix C – Laboratory Test Results
LABORATORY REPORT
4043
Contract Number: PSL15/5865
Report Date: 17 December 2015
Client’s Reference: C4877
Client Name: CC Ground Investigations Ltd Unit A2 Innsworth Technology Park. Innsworth Lane Gloucester GL3 1DL
For the attention of: Mike Atherton
Contract Title: Branston Lock
Date Received: 03/12/2015 Date Commenced: 03/12/2015 Date Completed: 17/12/2015
Notes: Opinions and Interpretations are outside the UKAS Accreditation * Denotes test not included in laboratory scope of accreditation $ Denotes test carried out by approved contractor
A copy of the Laboratory Schedule of accredited tests as issued by UKAS is attached to this report. This certificate is issued in accordance with the accreditation requirements of the United Kingdom Accreditation Service. The results reported herein relate only to the material supplied to the laboratory. This certificate shall not be reproduced in full, without the prior written approval of the laboratory.
Checked and Approved Signatories:
R Gunson A Watkins M Beastall (Director) (Director) (Laboratory Manager)
D Lambe S Royle (Senior Technician) (Senior Technician)
Page 1 of 5 – 7 Hexthorpe Road, Hexthorpe, Doncaster DN4 0AR tel: +44 (0)844 815 6641 fax: +44 (0)844 815 6642 e-mail: [email protected] [email protected] SUMMARY OF LABORATORY SOIL DESCRIPTIONS
Hole Sample Sample Top Base Description of Sample Number Number Type Depth Depth m m P1-BH01 B 0.50 Brown very gravelly clayey silty SAND. P1-BH01 B 1.50 2.20 Brown slightly gravelly slightly silty SAND. P1-BH01 D 3.70 3.90 Reddish brown very sandy very clayey GRAVEL. P1-BH01 B 4.70 5.20 Reddish brown slightly gravelly slightly sandy very silty CLAY. P1-BH01 UT 5.20 5.65 Very stiff reddish brown sandy CLAY. P1-BH01 D 5.65 5.75 Reddish brown slightly gravelly sandy CLAY. P1-BH01 SPT 6.70 7.15 Reddish brown very gravelly very sandy very silty CLAY. P1-BH01 B 7.00 7.90 Reddish brown gravelly very sandy very silty CLAY. P1-BH01 B 9.50 10.20 Reddish brown slightly gravelly sandy very silty CLAY. P1-BH01 B 13.50 14.00 Reddish brown gravelly very sandy very silty CLAY. P1-BH01A B 0.50 Brown very sandy slightly clayey silty GRAVEL. P1-BH02 B 0.70 Brown very gravelly very sandy very silty CLAY. P1-BH02 B 1.55 1.85 Brown very sandy slightly silty GRAVEL. P1-BH02 B 2.75 3.20 Brown very sandy slightly silty GRAVEL. P1-HP01 B 0.50 Brown clayey very silty SAND & GRAVEL. P1-WS01 B 1.00 Brown very sandy GRAVEL. P1-WS01 D 1.40 1.55 Brown sandy slightly silty GRAVEL. P1-WS02 B 1.00 Brown very sandy slightly silty GRAVEL. P1-WS03 B 0.20 Brown very gravelly clayey very silty SAND.
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL001 Issue 2 Nov 15 Page of . SUMMARY OF LABORATORY SOIL DESCRIPTIONS
Hole Sample Sample Top Base Description of Sample Number Number Type Depth Depth m m P1-WS03 B 1.25 1.60 Brown slightly gravelly slightly clayey silty SAND. P1-WS04 B 0.50 Brown very sandy silty GRAVEL. P1-WS04 B 1.35 1.65 Brown very sandy GRAVEL. P1-WS06 B 0.50 Reddish brown gravelly very sandy very silty CLAY. P1-WS06 B 2.25 3.00 Reddish brown slightly gravelly very sandy CLAY. P1-WS06 B 4.00 4.70 Reddish brown slightly gravelly very sandy very silty CLAY.
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL001 Issue 2 Nov 15 Page of . SUMMARY OF SOIL CLASSIFICATION TESTS (BS1377 : PART 2 : 1990)
Moisture Linear Particle Liquid Plastic Plasticity Passing Hole Sample Sample Top Base Content Shrinkage Density Limit Limit Index .425mm Remarks Number Number Type Depth Depth % % Mg/m3 % % % % m m Clause 3.2 Clause 6.5 Clause 8.2 Clause 4.3/4 Clause 5.3 Clause 5.4 P1-BH01 B 0.50 14 37 24 13 47 Intermediate plasticity CI. P1-BH01 B 1.50 2.20 18 P1-BH01 D 3.70 3.90 8.0 P1-BH01 B 4.70 5.20 22 29 19 10 93 Low plasticity CL. P1-BH01 UT 5.20 5.65 19 P1-BH01 D 5.65 5.75 20 P1-BH01 B 7.00 7.90 21 36 23 13 80 Intermediate plasticity CI. P1-BH01 B 9.50 10.20 21 35 23 12 87 Intermediate plasticity CI. P1-BH01 B 13.50 14.00 16 32 19 13 49 Low plasticity CL. P1-BH01A B 0.50 13 P1-BH02 B 0.70 15 41 25 16 57 Intermediate plasticity CI. P1-BH02 B 1.55 1.85 8.2 P1-BH02 B 2.75 3.20 6.0 P1-HP01 B 0.50 9.8 P1-WS01 B 1.00 4.5 P1-WS01 D 1.40 1.55 6.1 P1-WS02 B 1.00 6.7 P1-WS03 B 0.20 19 38 24 14 57 Intermediate plasticity CI. P1-WS03 B 1.25 1.60 11 NP
SYMBOLS : NP : Non Plastic * : Liquid Limit and Plastic Limit Wet Sieved.
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL002 Issue 2 Nov 15 Page of . PLASTICITY CHART FOR CASAGRANDE CLASSIFICATION. (BS5930 :2015)
90 CL CI CH CV CE 80
70
60
50
40
Plasticity Plasticity Index (PI%). 30
20
10 ML MI MH MV ME 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 Liquid Limit (LL%).
Checked /Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL002 Issue 2 Nov 15 Page of . SUMMARY OF SOIL CLASSIFICATION TESTS (BS1377 : PART 2 : 1990)
Moisture Linear Particle Liquid Plastic Plasticity Passing Hole Sample Sample Top Base Content Shrinkage Density Limit Limit Index .425mm Remarks Number Number Type Depth Depth % % Mg/m3 % % % % m m Clause 3.2 Clause 6.5 Clause 8.2 Clause 4.3/4 Clause 5.3 Clause 5.4 P1-WS04 B 0.50 9.7 P1-WS04 B 1.35 1.65 2.2 P1-WS06 B 0.50 16 40 21 19 77 Intermediate plasticity CI. P1-WS06 B 2.25 3.00 19 36 19 17 83 Intermediate plasticity CI. P1-WS06 B 4.00 4.70 19 35 19 16 82 Intermediate plasticity CI.
SYMBOLS : NP : Non Plastic * : Liquid Limit and Plastic Limit Wet Sieved.
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL002 Issue 2 Nov 15 Page of . PLASTICITY CHART FOR CASAGRANDE CLASSIFICATION. (BS5930 :2015)
90 CL CI CH CV CE 80
70
60
50
40
Plasticity Plasticity Index (PI%). 30
20
10 ML MI MH MV ME 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 Liquid Limit (LL%).
Checked /Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL002 Issue 2 Nov 15 Page of . PARTICLE SIZE DISTRIBUTION TEST BS1377 : Part 2 : 1990 Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Hole Number: P1-BH01 Top Depth (m): 0.50
Sample Number: Base Depth(m):
Sample Type: B 63 2.00 20.0 0.020 0.300 6.3 75 3.35 10.0 37.5 125 0.002 0.006 0.063 0.150 0.600 0.212 1.18 100.00
90.00
80.00
70.00
60.00
50.00
40.00 Passing. Percentage 30.00
20.00
10.00
0.00 0.0001 0.001 0.01 0.1 1 10 100 1000 Particle Size (mm).
BS Test Percentage Particle Percentage Soil Total Sieve Passing Diameter Passing Fraction Percentage 125 100 2 2 75 100 0.02 18 Cobbles 0 63 100 2 2 Gravel 32 37.5 97 0.006 14 Sand 47 20 90 2 2 Silt 12 10 81 0.002 9 Clay 9 6.3 77 3.35 71 2 68 1.18 65 0.6 59 0.3 40 0.212 30 Remarks: 0.15 25 See summary of soil descriptions. 0.063 21
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL005 Nov 15 Page of PARTICLE SIZE DISTRIBUTION TEST BS1377 : Part 2 : 1990 Wet Sieve, Clause 9.2
Hole Number: P1-BH01 Top Depth (m): 1.50
Sample Number: Base Depth(m): 2.20
Sample Type: B 63 2.00 20.0 0.020 0.300 6.3 75 3.35 10.0 37.5 125 0.002 0.006 0.063 0.150 0.600 0.212 1.18 100.00
90.00
80.00
70.00
60.00
50.00
40.00 Passing. Percentage 30.00
20.00
10.00
0.00 0.0001 0.001 0.01 0.1 1 10 100 1000 Particle Size (mm).
BS Test Percentage 1 1 Soil Total Sieve Passing 1 1 Fraction Percentage 125 100 1 1 75 100 1 1 Cobbles 0 63 100 1 1 Gravel 1 37.5 100 1 1 Sand 96 20 100 1 1 Silt/Clay 3 10 100 1 1 6.3 100 3.35 99 2 99 1.18 99 0.6 96 0.3 26 0.212 9 Remarks: 0.15 4 See summary of soil descriptions. 0.063 3
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL005 Nov 15 Page of PARTICLE SIZE DISTRIBUTION TEST BS1377 : Part 2 : 1990 Wet Sieve, Clause 9.2
Hole Number: P1-BH01 Top Depth (m): 3.70
Sample Number: Base Depth(m): 3.90
Sample Type: D 63 2.00 20.0 0.020 0.300 6.3 75 3.35 10.0 37.5 125 0.002 0.006 0.063 0.150 0.600 0.212 1.18 100.00
90.00
80.00
70.00
60.00
50.00
40.00 Passing. Percentage 30.00
20.00
10.00
0.00 0.0001 0.001 0.01 0.1 1 10 100 1000 Particle Size (mm).
BS Test Percentage 1 1 Soil Total Sieve Passing 1 1 Fraction Percentage 125 100 1 1 75 100 1 1 Cobbles 0 63 100 1 1 Gravel 51 37.5 100 1 1 Sand 25 20 76 1 1 Silt/Clay 24 10 62 1 1 6.3 58 3.35 53 2 49 1.18 46 0.6 41 0.3 30 0.212 27 Remarks: 0.15 25 See summary of soil descriptions. 0.063 24
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL005 Nov 15 Page of PARTICLE SIZE DISTRIBUTION TEST BS1377 : Part 2 : 1990 Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Hole Number: P1-BH01 Top Depth (m): 4.70
Sample Number: Base Depth(m): 5.20
Sample Type: B 63 2.00 20.0 0.020 0.300 6.3 75 3.35 10.0 37.5 125 0.002 0.006 0.063 0.150 0.600 0.212 1.18 100.00
90.00
80.00
70.00
60.00
50.00
40.00 Passing. Percentage 30.00
20.00
10.00
0.00 0.0001 0.001 0.01 0.1 1 10 100 1000 Particle Size (mm).
BS Test Percentage Particle Percentage Soil Total Sieve Passing Diameter Passing Fraction Percentage 125 100 2 2 75 100 0.02 66 Cobbles 0 63 100 2 2 Gravel 1 37.5 100 0.006 48 Sand 9 20 100 2 2 Silt 55 10 100 0.002 35 Clay 35 6.3 100 3.35 100 2 99 1.18 98 0.6 96 0.3 93 0.212 92 Remarks: 0.15 91 See summary of soil descriptions. 0.063 90
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL005 Nov 15 Page of PARTICLE SIZE DISTRIBUTION TEST BS1377 : Part 2 : 1990 Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Hole Number: P1-BH01 Top Depth (m): 6.70
Sample Number: Base Depth(m): 7.15
Sample Type: SPT 63 2.00 20.0 0.020 0.300 6.3 75 3.35 10.0 37.5 125 0.002 0.006 0.063 0.150 0.600 0.212 1.18 100.00
90.00
80.00
70.00
60.00
50.00
40.00 Passing. Percentage 30.00
20.00
10.00
0.00 0.0001 0.001 0.01 0.1 1 10 100 1000 Particle Size (mm).
BS Test Percentage Particle Percentage Soil Total Sieve Passing Diameter Passing Fraction Percentage 125 100 2 2 75 100 0.02 32 Cobbles 0 63 100 2 2 Gravel 36 37.5 100 0.006 25 Sand 27 20 94 2 2 Silt 22 10 91 0.002 15 Clay 15 6.3 85 3.35 73 2 64 1.18 57 0.6 50 0.3 45 0.212 42 Remarks: 0.15 40 See summary of soil descriptions. 0.063 37
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL005 Nov 15 Page of PARTICLE SIZE DISTRIBUTION TEST BS1377 : Part 2 : 1990 Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Hole Number: P1-BH01 Top Depth (m): 9.50
Sample Number: Base Depth(m): 10.20
Sample Type: B 63 2.00 20.0 0.020 0.300 6.3 75 3.35 10.0 37.5 125 0.002 0.006 0.063 0.150 0.600 0.212 1.18 100.00
90.00
80.00
70.00
60.00
50.00
40.00 Passing. Percentage 30.00
20.00
10.00
0.00 0.0001 0.001 0.01 0.1 1 10 100 1000 Particle Size (mm).
BS Test Percentage Particle Percentage Soil Total Sieve Passing Diameter Passing Fraction Percentage 125 100 2 2 75 100 0.02 61 Cobbles 0 63 100 2 2 Gravel 3 37.5 100 0.006 45 Sand 15 20 100 2 2 Silt 49 10 100 0.002 33 Clay 33 6.3 99 3.35 98 2 97 1.18 95 0.6 91 0.3 86 0.212 84 Remarks: 0.15 83 See summary of soil descriptions. 0.063 82
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL005 Nov 15 Page of PARTICLE SIZE DISTRIBUTION TEST BS1377 : Part 2 : 1990 Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Hole Number: P1-BH01 Top Depth (m): 13.50
Sample Number: Base Depth(m): 14.00
Sample Type: B 63 2.00 20.0 0.020 0.300 6.3 75 3.35 10.0 37.5 125 0.002 0.006 0.063 0.150 0.600 0.212 1.18 100.00
90.00
80.00
70.00
60.00
50.00
40.00 Passing. Percentage 30.00
20.00
10.00
0.00 0.0001 0.001 0.01 0.1 1 10 100 1000 Particle Size (mm).
BS Test Percentage Particle Percentage Soil Total Sieve Passing Diameter Passing Fraction Percentage 125 100 2 2 75 100 0.02 32 Cobbles 0 63 100 2 2 Gravel 11 37.5 100 0.006 24 Sand 52 20 95 2 2 Silt 22 10 95 0.002 15 Clay 15 6.3 95 3.35 94 2 89 1.18 77 0.6 56 0.3 45 0.212 42 Remarks: 0.15 39 See summary of soil descriptions. 0.063 37
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL005 Nov 15 Page of PARTICLE SIZE DISTRIBUTION TEST BS1377 : Part 2 : 1990 Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Hole Number: P1-BH01A Top Depth (m): 0.50
Sample Number: Base Depth(m):
Sample Type: B 63 2.00 20.0 0.020 0.300 6.3 75 3.35 10.0 37.5 125 0.002 0.006 0.063 0.150 0.600 0.212 1.18 100.00
90.00
80.00
70.00
60.00
50.00
40.00 Passing. Percentage 30.00
20.00
10.00
0.00 0.0001 0.001 0.01 0.1 1 10 100 1000 Particle Size (mm).
BS Test Percentage Particle Percentage Soil Total Sieve Passing Diameter Passing Fraction Percentage 125 100 2 2 75 100 0.02 9 Cobbles 0 63 100 2 2 Gravel 67 37.5 90 0.006 6 Sand 22 20 74 2 2 Silt 7 10 49 0.002 4 Clay 4 6.3 41 3.35 36 2 33 1.18 29 0.6 25 0.3 19 0.212 16 Remarks: 0.15 13 See summary of soil descriptions. 0.063 11
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL005 Nov 15 Page of PARTICLE SIZE DISTRIBUTION TEST BS1377 : Part 2 : 1990 Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Hole Number: P1-BH02 Top Depth (m): 0.70
Sample Number: Base Depth(m):
Sample Type: B 63 2.00 20.0 0.020 0.300 6.3 75 3.35 10.0 37.5 125 0.002 0.006 0.063 0.150 0.600 0.212 1.18 100.00
90.00
80.00
70.00
60.00
50.00
40.00 Passing. Percentage 30.00
20.00
10.00
0.00 0.0001 0.001 0.01 0.1 1 10 100 1000 Particle Size (mm).
BS Test Percentage Particle Percentage Soil Total Sieve Passing Diameter Passing Fraction Percentage 125 100 2 2 75 100 0.02 33 Cobbles 0 63 100 2 2 Gravel 26 37.5 92 0.006 25 Sand 36 20 89 2 2 Silt 23 10 82 0.002 15 Clay 15 6.3 79 3.35 77 2 74 1.18 71 0.6 66 0.3 53 0.212 45 Remarks: 0.15 41 See summary of soil descriptions. 0.063 38
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL005 Nov 15 Page of PARTICLE SIZE DISTRIBUTION TEST BS1377 : Part 2 : 1990 Wet Sieve, Clause 9.2
Hole Number: P1-BH02 Top Depth (m): 1.55
Sample Number: Base Depth(m): 1.85
Sample Type: B 63 2.00 20.0 0.020 0.300 6.3 75 3.35 10.0 37.5 125 0.002 0.006 0.063 0.150 0.600 0.212 1.18 100.00
90.00
80.00
70.00
60.00
50.00
40.00 Passing. Percentage 30.00
20.00
10.00
0.00 0.0001 0.001 0.01 0.1 1 10 100 1000 Particle Size (mm).
BS Test Percentage 1 1 Soil Total Sieve Passing 1 1 Fraction Percentage 125 100 1 1 75 100 1 1 Cobbles 0 63 100 1 1 Gravel 61 37.5 100 1 1 Sand 38 20 85 1 1 Silt/Clay 1 10 55 1 1 6.3 48 3.35 42 2 39 1.18 38 0.6 34 0.3 15 0.212 5 Remarks: 0.15 2 See summary of soil descriptions. 0.063 1
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL005 Nov 15 Page of PARTICLE SIZE DISTRIBUTION TEST BS1377 : Part 2 : 1990 Wet Sieve, Clause 9.2
Hole Number: P1-BH02 Top Depth (m): 2.75
Sample Number: Base Depth(m): 3.20
Sample Type: B 63 2.00 20.0 0.020 0.300 6.3 75 3.35 10.0 37.5 125 0.002 0.006 0.063 0.150 0.600 0.212 1.18 100.00
90.00
80.00
70.00
60.00
50.00
40.00 Passing. Percentage 30.00
20.00
10.00
0.00 0.0001 0.001 0.01 0.1 1 10 100 1000 Particle Size (mm).
BS Test Percentage 1 1 Soil Total Sieve Passing 1 1 Fraction Percentage 125 100 1 1 75 100 1 1 Cobbles 0 63 100 1 1 Gravel 75 37.5 88 1 1 Sand 23 20 71 1 1 Silt/Clay 2 10 45 1 1 6.3 35 3.35 29 2 25 1.18 23 0.6 19 0.3 7 0.212 4 Remarks: 0.15 3 See summary of soil descriptions. 0.063 2
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL005 Nov 15 Page of PARTICLE SIZE DISTRIBUTION TEST BS1377 : Part 2 : 1990 Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Hole Number: P1-HP01 Top Depth (m): 0.50
Sample Number: Base Depth(m):
Sample Type: B 63 2.00 20.0 0.020 0.300 6.3 75 3.35 10.0 37.5 125 0.002 0.006 0.063 0.150 0.600 0.212 1.18 100.00
90.00
80.00
70.00
60.00
50.00
40.00 Passing. Percentage 30.00
20.00
10.00
0.00 0.0001 0.001 0.01 0.1 1 10 100 1000 Particle Size (mm).
BS Test Percentage Particle Percentage Soil Total Sieve Passing Diameter Passing Fraction Percentage 125 100 2 2 75 100 0.02 26 Cobbles 0 63 100 2 2 Gravel 33 37.5 93 0.006 20 Sand 36 20 86 2 2 Silt 19 10 77 0.002 12 Clay 12 6.3 73 3.35 69 2 67 1.18 65 0.6 59 0.3 44 0.212 38 Remarks: 0.15 34 See summary of soil descriptions. 0.063 31
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL005 Nov 15 Page of PARTICLE SIZE DISTRIBUTION TEST BS1377 : Part 2 : 1990 Wet Sieve, Clause 9.2
Hole Number: P1-WS01 Top Depth (m): 1.40
Sample Number: Base Depth(m): 1.55
Sample Type: D 63 2.00 20.0 0.020 0.300 6.3 75 3.35 10.0 37.5 125 0.002 0.006 0.063 0.150 0.600 0.212 1.18 100.00
90.00
80.00
70.00
60.00
50.00
40.00 Passing. Percentage 30.00
20.00
10.00
0.00 0.0001 0.001 0.01 0.1 1 10 100 1000 Particle Size (mm).
BS Test Percentage 1 1 Soil Total Sieve Passing 1 1 Fraction Percentage 125 100 1 1 75 100 1 1 Cobbles 0 63 100 1 1 Gravel 81 37.5 100 1 1 Sand 16 20 82 1 1 Silt/Clay 3 10 45 1 1 6.3 35 3.35 23 2 19 1.18 16 0.6 12 0.3 6 0.212 4 Remarks: 0.15 4 See summary of soil descriptions. 0.063 3
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL005 Nov 15 Page of PARTICLE SIZE DISTRIBUTION TEST BS1377 : Part 2 : 1990 Wet Sieve, Clause 9.2
Hole Number: P1-WS02 Top Depth (m): 1.00
Sample Number: Base Depth(m):
Sample Type: B 63 2.00 20.0 0.020 0.300 6.3 75 3.35 10.0 37.5 125 0.002 0.006 0.063 0.150 0.600 0.212 1.18 100.00
90.00
80.00
70.00
60.00
50.00
40.00 Passing. Percentage 30.00
20.00
10.00
0.00 0.0001 0.001 0.01 0.1 1 10 100 1000 Particle Size (mm).
BS Test Percentage 1 1 Soil Total Sieve Passing 1 1 Fraction Percentage 125 100 1 1 75 100 1 1 Cobbles 0 63 100 1 1 Gravel 69 37.5 100 1 1 Sand 26 20 80 1 1 Silt/Clay 5 10 56 1 1 6.3 46 3.35 36 2 31 1.18 27 0.6 16 0.3 8 0.212 7 Remarks: 0.15 6 See summary of soil descriptions. 0.063 5
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL005 Nov 15 Page of PARTICLE SIZE DISTRIBUTION TEST BS1377 : Part 2 : 1990 Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Hole Number: P1-WS03 Top Depth (m): 0.20
Sample Number: Base Depth(m):
Sample Type: B 63 2.00 20.0 0.020 0.300 6.3 75 3.35 10.0 37.5 125 0.002 0.006 0.063 0.150 0.600 0.212 1.18 100.00
90.00
80.00
70.00
60.00
50.00
40.00 Passing. Percentage 30.00
20.00
10.00
0.00 0.0001 0.001 0.01 0.1 1 10 100 1000 Particle Size (mm).
BS Test Percentage Particle Percentage Soil Total Sieve Passing Diameter Passing Fraction Percentage 125 100 2 2 75 100 0.02 28 Cobbles 0 63 100 2 2 Gravel 27 37.5 100 0.006 21 Sand 41 20 96 2 2 Silt 19 10 83 0.002 13 Clay 13 6.3 79 3.35 75 2 73 1.18 71 0.6 66 0.3 52 0.212 42 Remarks: 0.15 36 See summary of soil descriptions. 0.063 32
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL005 Nov 15 Page of PARTICLE SIZE DISTRIBUTION TEST BS1377 : Part 2 : 1990 Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Hole Number: P1-WS03 Top Depth (m): 1.25
Sample Number: Base Depth(m): 1.60
Sample Type: B 63 2.00 20.0 0.020 0.300 6.3 75 3.35 10.0 37.5 125 0.002 0.006 0.063 0.150 0.600 0.212 1.18 100.00
90.00
80.00
70.00
60.00
50.00
40.00 Passing. Percentage 30.00
20.00
10.00
0.00 0.0001 0.001 0.01 0.1 1 10 100 1000 Particle Size (mm).
BS Test Percentage Particle Percentage Soil Total Sieve Passing Diameter Passing Fraction Percentage 125 100 2 2 75 100 0.02 7 Cobbles 0 63 100 2 2 Gravel 4 37.5 100 0.006 4 Sand 85 20 100 2 2 Silt 9 10 99 0.002 2 Clay 2 6.3 98 3.35 97 2 96 1.18 95 0.6 93 0.3 81 0.212 51 Remarks: 0.15 25 See summary of soil descriptions. 0.063 11
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL005 Nov 15 Page of PARTICLE SIZE DISTRIBUTION TEST BS1377 : Part 2 : 1990 Wet Sieve, Clause 9.2
Hole Number: P1-WS04 Top Depth (m): 0.50
Sample Number: Base Depth(m):
Sample Type: B 63 2.00 20.0 0.020 0.300 6.3 75 3.35 10.0 37.5 125 0.002 0.006 0.063 0.150 0.600 0.212 1.18 100.00
90.00
80.00
70.00
60.00
50.00
40.00 Passing. Percentage 30.00
20.00
10.00
0.00 0.0001 0.001 0.01 0.1 1 10 100 1000 Particle Size (mm).
BS Test Percentage 1 1 Soil Total Sieve Passing 1 1 Fraction Percentage 125 100 1 1 75 100 1 1 Cobbles 0 63 100 1 1 Gravel 53 37.5 100 1 1 Sand 33 20 84 1 1 Silt/Clay 14 10 59 1 1 6.3 53 3.35 49 2 47 1.18 45 0.6 41 0.3 25 0.212 19 Remarks: 0.15 16 See summary of soil descriptions. 0.063 14
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL005 Nov 15 Page of PARTICLE SIZE DISTRIBUTION TEST BS1377 : Part 2 : 1990 Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Hole Number: P1-WS06 Top Depth (m): 0.50
Sample Number: Base Depth(m):
Sample Type: B 63 2.00 20.0 0.020 0.300 6.3 75 3.35 10.0 37.5 125 0.002 0.006 0.063 0.150 0.600 0.212 1.18 100.00
90.00
80.00
70.00
60.00
50.00
40.00 Passing. Percentage 30.00
20.00
10.00
0.00 0.0001 0.001 0.01 0.1 1 10 100 1000 Particle Size (mm).
BS Test Percentage Particle Percentage Soil Total Sieve Passing Diameter Passing Fraction Percentage 125 100 2 2 75 100 0.02 51 Cobbles 0 63 100 2 2 Gravel 10 37.5 100 0.006 39 Sand 31 20 96 2 2 Silt 33 10 94 0.002 26 Clay 26 6.3 92 3.35 91 2 90 1.18 87 0.6 84 0.3 74 0.212 67 Remarks: 0.15 63 See summary of soil descriptions. 0.063 59
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL005 Nov 15 Page of PARTICLE SIZE DISTRIBUTION TEST BS1377 : Part 2 : 1990 Wet Sieve & Pipette Analysis, Clause 9.2 & 9.4
Hole Number: P1-WS06 Top Depth (m): 4.00
Sample Number: Base Depth(m): 4.70
Sample Type: B 63 2.00 20.0 0.020 0.300 6.3 75 3.35 10.0 37.5 125 0.002 0.006 0.063 0.150 0.600 0.212 1.18 100.00
90.00
80.00
70.00
60.00
50.00
40.00 Passing. Percentage 30.00
20.00
10.00
0.00 0.0001 0.001 0.01 0.1 1 10 100 1000 Particle Size (mm).
BS Test Percentage Particle Percentage Soil Total Sieve Passing Diameter Passing Fraction Percentage 125 100 2 2 75 100 0.02 53 Cobbles 0 63 100 2 2 Gravel 8 37.5 100 0.006 40 Sand 28 20 99 2 2 Silt 38 10 96 0.002 26 Clay 26 6.3 95 3.35 94 2 92 1.18 89 0.6 85 0.3 80 0.212 76 Remarks: 0.15 72 See summary of soil descriptions. 0.063 64
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL005 Nov 15 Page of ONE DIMENSIONAL CONSOLIDATION TEST BS 1377: Part 5: 1990: Clause 3
Hole Number: P1-BH01 Top Depth (m): 5.20
Sample Number: Base Depth (m) : 5.65
Sample Type: UT
Initial Conditions Pressure Range Mv Cv Specimen location Moisture Content (%): 19 kPa m2/MN m2/yr within tube: Top Bulk Density (Mg/m3): 2.08 0 100 0.516 13.603 Method used to Dry Density (Mg/m3): 1.75 100 200 0.115 2.746 determine CV: T90 Voids Ratio: 0.513 200 400 0.071 3.093 Nominal temperature Degree of saturation: 97.1 400 800 0.044 2.400 during test ' C: 20 Height (mm): 20.12 800 100 0.017 10.615 Remarks: Diameter (mm) 75.08 See summary of soils description. Particle Density (Mg/m3): 2.65 Assumed
16.0 14.0 12.0 10.0 m2/yr - 8.0 Cv 6.0 4.0 2.0 0.0 10 100 1000
Pressure -kPa
10 100 1000 0.440
0.430
0.420
0.410
0.400 Voids Ratio Voids 0.390
0.380
0.370
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL025 Issue 2 Nov 15 Page of UNDRAINED SHEAR STRENGTH IN TRIAXIAL COMPRESSION WITHOUT MEASUREMENT OF PORE PRESSURE BS1377 : Part7 : 1990: Clause 9
Hole Number: P1-BH01 Top Depth (m): 5.20
Sample Number: Base Depth (m): 5.65
Sample Type UT
700
600
500
400
300 Deviator Stress kPa
200
100
0 0 2 4 6 8 10 12 14 Axial Strain %
Diameter (mm): 102 Height (mm): 158 Test: UU Multistage Remarks Moisture Bulk Dry Cell Corr. Max. Shear Failure Mode Sample taken from top of tube Specimen Content Density Density Pressure Deviator Strength Strain of Rate of strain = 2 %/min (%) (Mg/m3) (Mg/m3) (kPa) Stress Cu (%) Failure Latex Membrane used 0.2 mm thick (kPa) (kPa) Membrane Correction applied (kPa) 1 θ3 (θ1−θ3)f /2(θ1−θ3)f 0.36 0.36 0.35 1 19 2.08 1.74 200 395 198 6.8 See summary of soil descriptions 400 539 269 8.7 600 617 308 11.0 Brittle
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSLR030 Issue 2 Nov 15 Page of . SUMMARY OF POINT LOAD TEST RESULTS ISRM Suggested Methods : 2007
Dimensions 2 Borehole Sample Test Orientation Area De De Failure Load (P) Is Corr Fac Is50 Failure Depth (m) (mm) Remarks Number Ref Type Type Par / Perp W D (mm2) (mm) (Mpa) (kN) (MPa) F (MPa) P1-BH01 12.03-12.10 I N/A 45 21 441 1203.21 34.69 0.410 0.55 0.455 0.848 0.39 Valid P1-BH01 14.64-14.70 I N/A 49 31 961 1934.05 43.98 0.340 0.45 0.235 0.944 0.22 Valid P1-BH01 16.10-16.20 I N/A 64 32 1024 2607.59 51.06 0.590 0.79 0.302 1.010 0.30 Valid
*Note All testing carried out on samples at as received water content Par = parallel, Perp = perpendicular, N/A = Not Applicable
Checked / Approved Date 17/12/15 Contract No: PSL15/5865 Branston Lock Client Ref: 4043 C4877
PSL029 Issue 2 Nov 15 Page of Certificate of Analysis Certificate Number 15-53754 23-Dec-15
Client Professional Soils Laboratory Ltd 5/7 Hexthorpe Road Hexthorpe DN4 0AR
Our Reference 15-53754 Client Reference PSL15/5865 Order No (not supplied) Contract Title PSL15/5865 Description One Soil sample. Date Received 17-Dec-15 Date Started 17-Dec-15 Date Completed 23-Dec-15 Test Procedures Identified by prefix DETSn (details on request). Notes Opinions and interpretations are outside the scope of UKAS accreditation. This certificate is issued in accordance with the accreditation requirements of the United Kingdom Accreditation Service. The results reported herein relate only to the material supplied to the laboratory. Observations and interpretations are outside the scope of ISO 17025. This certificate shall not be reproduced except in full, without the prior written approval of the laboratory.
Approved By
Rob Brown Business Manager
Derwentside Environmental Testing Services Limited Unit 2, Park Road Industrial Estate South, Consett, Co Durham, DH8 5PY Tel: 01207 582333 • email: [email protected] • www.dets.co.uk Page 1 of 3 . Summary of Chemical Analysis Soil Samples Our Ref 15-53754 Client Ref PSL15/5865 Contract Title PSL15/5865 Lab No 917573 Sample ID P1-BH01 Depth 6.20-6.70 Other ID Sample Type SOIL Sampling Date n/s Sampling Time n/s Test Method LOD Units Metals Magnesium Aqueous Extract DETSC 2076* 10 mg/l 20 Inorganics pH DETSC 2008# 8.4 Chloride Aqueous Extract DETSC 2055 1 mg/l 9.9 Nitrate Aqueous Extract as NO3 DETSC 2055 1 mg/l < 1.0 Sulphate Aqueous Extract as SO4 DETSC 2076# 10 mg/l 570 Total Sulphur as S DETSC 2320 0.01 % 0.05 Total Sulphate as SO4 DETSC 2321# 0.01 % 0.14
Key: * -not accredited. # -MCERTS (accreditation only implied if report carries the MCERTS logo). n/s -not supplied. Page 2 of 3 Information in Support of the Analytical Results Our Ref 15-53754 Client Ref PSL15/5865 Contract PSL15/5865
Containers Received & Deviating Samples Inappropriate Date container for Lab No Sample ID Sampled Containers Received Holding time exceeded for tests tests 917573 P1-BH01 6.20-6.70 SOIL PT 500ml Sample date not supplied Key: P-Plastic T-Tub DETS cannot be held responsible for the integrity of samples received whereby the laboratory did not undertake the sampling. In this instance samples received may be deviating. Deviating Sample criteria are based on British and International standards and laboratory trials in conjunction with the UKAS note 'Guidance on Deviating Samples'. All samples received are listed above. However, those samples that have additional comments in relation to hold time and/or inappropriate containers are deviating due to the reasons stated. This means that the analysis is accredited where applicable, but results may be compromised due to sample deviations. If no sampled date (soils) or date+time (waters) has been supplied then samples are deviating. However, if you are able to supply a sampled date (and time for waters) this will prevent samples being reported as deviating where specific hold times are not exceeded and where the container supplied is suitable.
Soil Analysis Notes Inorganic soil analysis was carried out on a dried sample, crushed to pass a 425µm sieve, in accordance with BS1377. Organic soil analysis was carried out on an 'as received' sample. Organics results are corrected for moisture and expressed on a dry weight basis. The Loss on Drying, used to express organics analysis on an air dried basis, is carried out at a temperature of 28°C +/-2°C.
Disposal From the issue date of this test certificate, samples will be held for the following times prior to disposal :- Soils - 1 month, Liquids - 2 weeks, Asbestos (test portion) - 6 months
Page 3 of 3 Certificate of Analysis Certificate Number 15-53055 18-Dec-15
Client Professional Soils Laboratory Ltd 5/7 Hexthorpe Road Hexthorpe DN4 0AR
Our Reference 15-53055 Client Reference PSL15/5865 Order No (not supplied) Contract Title Branston Lock Description 5 Soil samples. Date Received 10-Dec-15 Date Started 10-Dec-15 Date Completed 18-Dec-15 Test Procedures Identified by prefix DETSn (details on request). Notes Opinions and interpretations are outside the scope of UKAS accreditation. This certificate is issued in accordance with the accreditation requirements of the United Kingdom Accreditation Service. The results reported herein relate only to the material supplied to the laboratory. Observations and interpretations are outside the scope of ISO 17025. This certificate shall not be reproduced except in full, without the prior written approval of the laboratory.
Approved By
Rob Brown Business Manager
Derwentside Environmental Testing Services Limited Unit 2, Park Road Industrial Estate South, Consett, Co Durham, DH8 5PY Tel: 01207 582333 • email: [email protected] • www.dets.co.uk Page 1 of 3 . Summary of Chemical Analysis Soil Samples Our Ref 15-53055 Client Ref PSL15/5865 Contract Title Branston Lock Lab No 913777 913778 913779 913780 913781 Sample ID P1-BH01 P1-BH01 P1-BH01A P1-BH02 P1-WS06 Depth 0.30 12.20-12.90 0.70 0.50 1.00 Other ID Sample Type SOIL SOIL SOIL SOIL SOIL Sampling Date 03/12/15 03/12/15 03/12/15 03/12/15 03/12/15 Sampling Time n/s n/s n/s n/s n/s Test Method LOD Units Metals Magnesium Aqueous Extract DETSC 2076* 10 mg/l < 10 70 < 10 < 10 92 Inorganics pH DETSC 2008# 7.7 8.2 9.1 8.3 7.8 Chloride Aqueous Extract DETSC 2055 1 mg/l 3.1 7.1 6.5 14 4.3 Nitrate Aqueous Extract as NO3 DETSC 2055 1 mg/l 1.9 < 1.0 47 34 < 1.0 Sulphate Aqueous Extract as SO4 DETSC 2076# 10 mg/l 330 1800 230 460 1600 Total Sulphur as S DETSC 2320 0.01 % 0.05 1.8 0.12 0.12 0.22 Total Sulphate as SO4 DETSC 2321# 0.01 % 0.16 5.0 0.20 0.26 0.73
Key: * -not accredited. # -MCERTS (accreditation only implied if report carries the MCERTS logo). n/s -not supplied. Page 2 of 3 Information in Support of the Analytical Results Our Ref 15-53055 Client Ref PSL15/5865 Contract Branston Lock
Containers Received & Deviating Samples Holding time Inappropriate Date exceeded for container for Lab No Sample ID Sampled Containers Received tests tests 913777 P1-BH01 0.30 SOIL 03/12/15 PT 500ml 913778 P1-BH01 12.20-12.90 SOIL 03/12/15 PT 500ml
913779 P1-BH01A 0.70 SOIL 03/12/15 PT 500ml 913780 P1-BH02 0.50 SOIL 03/12/15 PT 500ml 913781 P1-WS06 1.00 SOIL 03/12/15 PT 500ml Key: P-Plastic T-Tub DETS cannot be held responsible for the integrity of samples received whereby the laboratory did not undertake the sampling. In this instance samples received may be deviating. Deviating Sample criteria are based on British and International standards and laboratory trials in conjunction with the UKAS note 'Guidance on Deviating Samples'. All samples received are listed above. However, those samples that have additional comments in relation to hold time and/or inappropriate containers are deviating due to the reasons stated. This means that the analysis is accredited where applicable, but results may be compromised due to sample deviations. If no sampled date (soils) or date+time (waters) has been supplied then samples are deviating. However, if you are able to supply a sampled date (and time for waters) this will prevent samples being reported as deviating where specific hold times are not exceeded and where the container supplied is suitable.
Soil Analysis Notes Inorganic soil analysis was carried out on a dried sample, crushed to pass a 425µm sieve, in accordance with BS1377. Organic soil analysis was carried out on an 'as received' sample. Organics results are corrected for moisture and expressed on a dry weight basis. The Loss on Drying, used to express organics analysis on an air dried basis, is carried out at a temperature of 28°C +/-2°C.
Disposal From the issue date of this test certificate, samples will be held for the following times prior to disposal :- Soils - 1 month, Liquids - 2 weeks, Asbestos (test portion) - 6 months
Page 3 of 3 Iss No 15-83305-1 This certificate should not be reproduced, except in full, without the express permission of the laboratory. The results included within the report are representative of the samples submitted for analysis. Page 1 of 5 i2 Analytical Telephone: 01923 225404 7 Woodshots Meadow Fax: 01923 237404 Croxley Green Business Park email:[email protected] Watford, WD18 8YS
Waste Acceptance Criteria Analytical Results Report No: 15-83305
Client: CCGROUND
Location Branston Lock Development Landfill Waste Acceptance Criteria Lab Reference (Sample Number) 511096 Limits Sampling Date 17/11/2015 Stable Non- Sample ID P1-BH02 reactive Inert Waste HAZARDOUS Hazardous Landfill waste in non- Waste Landfill Depth (m) 0.90 hazardous Landfill Solid Waste Analysis TOC (%)** 0.9 3% 5% 6% Loss on Ignition (%) ** - -- -- 10% BTEX (µg/kg) ** - 6000 -- -- Sum of PCBs (mg/kg) ** - 1 -- -- Mineral Oil (mg/kg) - 500 -- -- Total PAH (WAC-17) (mg/kg) - 100 -- -- pH (units)** 7.7 -- >6 -- Acid Neutralisation Capacity (mol / kg) 0.71 -- To be evaluated To be evaluated Limit values for compliance leaching test Eluate Analysis 2:1 8:1 Cumulative 10:1 using BS EN 12457-3 at L/S 10 l/kg (mg/kg) (BS EN 12457 - 3 preparation utilising end over end leaching procedure) mg/l mg/l mg/kg
Arsenic * < 0.010 < 0.010 < 0.050 0.5 2 25 Barium * 0.021 0.029 0.28 20 100 300 Cadmium * < 0.0005 < 0.0005 < 0.0020 0.04 1 5 Chromium * 0.0025 0.0063 0.058 0.5 10 70 Copper * 0.019 0.0089 0.10 2 50 100 Mercury * < 0.0015 < 0.0015 < 0.010 0.01 0.2 2 Molybdenum * 0.0051 < 0.0030 < 0.020 0.5 10 30 Nickel * 0.0022 0.0031 0.030 0.4 10 40 Lead * 0.010 0.017 0.16 0.5 10 50 Antimony * < 0.0050 < 0.0050 0.024 0.06 0.7 5 Selenium * < 0.010 < 0.010 < 0.040 0.1 0.5 7 Zinc * 0.0065 0.0141 0.13 4 50 200 Chloride * 6.9 < 4.0 < 15 800 4000 25000 Fluoride 0.73 0.47 5.1 10 150 500 Sulphate * 15 2.1 37 1000 20000 50000 TDS 60 20 250 4000 60000 100000 Phenol Index (Monhydric Phenols) * < 0.13 < 0.13 < 0.50 1 - -
DOC 10 9.3 94 500 800 1000
Leach Test Information
Stone Content (%) < 0.1 0 Sample Mass (kg) 2.0 Dry Matter (%) 94 Moisture (%) 5.9 Stage 1 Volume Eluate L2 (litres) 0.34 Filtered Eluate VE1 (litres) 0.23
Results are expressed on a dry weight basis, after correction for moisture content where applicable Stated limits are for guidance only and I2 cannot be held responsible for any discrepencies with current legislation *= UKAS accredited (liquid eluate analysis only) ** = MCERTS accrediited
Iss No 15-83305-1 This certificate should not be reproduced, except in full, without the express permission of the laboratory. The results included within the report are representative of the samples submitted for analysis. Page 2 of 5 i2 Analytical Telephone: 01923 225404 7 Woodshots Meadow Fax: 01923 237404 Croxley Green Business Park email:[email protected] Watford, WD18 8YS
Waste Acceptance Criteria Analytical Results Report No: 15-83305
Client: CCGROUND
Location Branston Lock Development Landfill Waste Acceptance Criteria Lab Reference (Sample Number) 511097 Limits Sampling Date 17/11/2015 Stable Non- Sample ID P1-WS06 reactive Inert Waste HAZARDOUS Hazardous Landfill waste in non- Waste Landfill Depth (m) 0.50 hazardous Landfill Solid Waste Analysis TOC (%)** 0.3 3% 5% 6% Loss on Ignition (%) ** - -- -- 10% BTEX (µg/kg) ** - 6000 -- -- Sum of PCBs (mg/kg) ** - 1 -- -- Mineral Oil (mg/kg) - 500 -- -- Total PAH (WAC-17) (mg/kg) - 100 -- -- pH (units)** 6.6 -- >6 -- Acid Neutralisation Capacity (mol / kg) -0.37 -- To be evaluated To be evaluated Limit values for compliance leaching test Eluate Analysis 2:1 8:1 Cumulative 10:1 using BS EN 12457-3 at L/S 10 l/kg (mg/kg) (BS EN 12457 - 3 preparation utilising end over end leaching procedure) mg/l mg/l mg/kg
Arsenic * < 0.010 < 0.010 < 0.050 0.5 2 25 Barium * 0.090 0.055 0.59 20 100 300 Cadmium * < 0.0005 < 0.0005 < 0.0020 0.04 1 5 Chromium * < 0.0010 0.0012 0.012 0.5 10 70 Copper * 0.0088 0.0066 0.069 2 50 100 Mercury * < 0.0015 < 0.0015 < 0.010 0.01 0.2 2 Molybdenum * < 0.0030 < 0.0030 < 0.020 0.5 10 30 Nickel * < 0.0010 < 0.0010 < 0.0050 0.4 10 40 Lead * 0.0050 < 0.0050 < 0.020 0.5 10 50 Antimony * < 0.0050 < 0.0050 0.045 0.06 0.7 5 Selenium * < 0.010 < 0.010 < 0.040 0.1 0.5 7 Zinc * 0.0028 < 0.0010 < 0.020 4 50 200 Chloride * < 4.0 < 4.0 < 15 800 4000 25000 Fluoride 0.64 0.61 6.1 10 150 500 Sulphate * 620 90 1600 1000 20000 50000 TDS 620 160 2200 4000 60000 100000 Phenol Index (Monhydric Phenols) * < 0.13 < 0.13 < 0.50 1 - -
DOC 3.3 1.5 18 500 800 1000
Leach Test Information
Stone Content (%) < 0.1 0 Sample Mass (kg) 1.7 Dry Matter (%) 90 Moisture (%) 10 Stage 1 Volume Eluate L2 (litres) 0.33 Filtered Eluate VE1 (litres) 0.24
Results are expressed on a dry weight basis, after correction for moisture content where applicable Stated limits are for guidance only and I2 cannot be held responsible for any discrepencies with current legislation *= UKAS accredited (liquid eluate analysis only) ** = MCERTS accrediited
Iss No 15-83305-1 This certificate should not be reproduced, except in full, without the express permission of the laboratory. The results included within the report are representative of the samples submitted for analysis. Page 3 of 5 Analytical Report Number : 15-83305 Project / Site name: Branston Lock Development
* These descriptions are only intended to act as a cross check if sample identities are questioned. The major constituent of the sample is intended to act with respect to MCERTS validation. The laboratory is accredited for sand, clay and loam (MCERTS) soil types. Data for unaccredited types of solid should be interpreted with care.
Stone content of a sample is calculated as the % weight of the stones not passing a 10 mm sieve. Results are not corrected for stone content.
Lab Sample Sample Sample Depth (m) Sample Description * Number Reference Number
511096 P1-BH02 None Supplied 0.90 Brown sandy loam with gravel. 511097 P1-WS06 None Supplied 0.50 Brown loam and clay with gravel.
Iss No 15-83305-1 This certificate should not be reproduced, except in full, without the express permission of the laboratory. The results included within the report are representative of the samples submitted for analysis. Page 4 of 5 Analytical Report Number : 15-83305 Project / Site name: Branston Lock Development Water matrix abbreviations: Surface Water (SW) Potable Water (PW) Ground Water (GW)
Method Wet / Dry Accreditation Analytical Test Name Analytical Method Description Analytical Method Reference number Analysis Status
Acid neutralisation capacity of soil Determination of acid neutralisation capacity by In-house method based on Guidance an L046-PL W NONE addition of acid or alkali followed by electronic Sampling and Testing of Wastes to Meet probe. Landfill Waste Acceptance
Chloride in WAC leachate (BS EN Determination of Chloride colorimetrically by In house based on MEWAM Method ISBN L082-PL W ISO 17025 12457-3 Prep) discrete analyser. 0117516260.
DOC in WAC leachate (BS EN 12457- Determination of dissolved organic carbon in In-house method based on Standard L037-PL W NONE 3 Prep) leachate by TOC/DOC NDIR analyser. Methods for the Examination of Water and Waste Water, 21st Ed.
Fluoride in WAC leachate (BS EN Determination of fluoride in leachate by 1:1ratio In-house method based on Standard L033-PL W NONE 12457-3 Prep) with a buffer solution followed by Ion Selective Methods for the Examination of Water and Electrode. Waste Water, 21st Ed.
Metals in WAC leachate (BS EN 12457- Determination of metals in leachate by acidification In-house method based on Standard L039-PL W ISO 17025 3 Prep) followed by ICP-OES. Methods for the Examination of Water and Waste Water, 21st Ed.
Moisture Content Moisture content, determined gravimetrically. In-house method based on BS1377 Part 3, L019-UK/PL W NONE 1990, Chemical and Electrochemical Tests
pH in soil Determination of pH in soil by addition of water In-house method based on BS1377 Part 3, L005-PL W MCERTS followed by electrometric measurement. 1990, Chemical and Electrochemical Tests
Phenol Index in WAC leachate (BS EN Determination of monohydric phenols in leachate In-house method based on Examination of L080-PL W ISO 17025 12457-3 Prep) by continuous flow analyser. Water and Wastewater 20th Edition: Clesceri, Greenberg & Eaton (skalar)
Stones content of soil Standard preparation for all samples unless In-house method based on British Standard L019-UK/PL D NONE otherwise detailed. Gravimetric determination of Methods and MCERTS requirements. stone > 10 mm as % dry weight.
Sulphate in WAC leachate (BS EN Determination of sulphate in leachate by In-house method based on Standard L039-PL W ISO 17025 12457-3 Prep) acidification followed by ICP-OES. Methods for the Examination of Water and Waste Water, 21st Ed.
TDS in WAC leachate (BS EN 12457-3 Determination of total dissolved solids in leachate In-house method based on Standard L004-PL W NONE Prep) by electrometric measurement. Methods for the Examination of Water and Waste Water, 21st Ed.
Total organic carbon in soil Determination of organic matter in soil by oxidising In-house method based on BS1377 Part 3, L023-PL D MCERTS with potassium dichromate followed by titration 1990, Chemical and Electrochemical Tests with iron (II) sulphate.
For method numbers ending in 'UK' analysis have been carried out in our laboratory in the United Kingdom. For method numbers ending in 'PL' analysis have been carried out in our laboratory in Poland. Soil analytical results are expressed on a dry weight basis. Where analysis is carried out on as-received the results obtained are multiplied by a moisture correction factor that is determined gravimetrically using the moisture content which is carried out at a maximum of 30oC.
Iss No 15-83305-1 This certificate should not be reproduced, except in full, without the express permission of the laboratory. The results included within the report are representative of the samples submitted for analysis. Page 5 of 5 Dan Page CC Ground Investigation Ltd i2 Analytical Ltd. Unit A2 7 Woodshots Meadow, Innsworth Tech Park Croxley Green Innsworth Lane Business Park, Gloucester Watford, GL3 1DL Herts, WD18 8YS t: 01452 739 165 t: 01923 225404 f: 01452 739 220 f: 01923 237404 e: [email protected] e: [email protected]
Analytical Report Number : 15-83303
Project / Site name: Branston Lock Development Samples received on: 19/11/2015
Your job number: C4877 Samples instructed on: 26/11/2015
Your order number: Analysis completed by: 04/12/2015
Report Issue Number: 1 Report issued on: 04/12/2015
Samples Analysed: 15 soil samples
Signed: Signed:
Rexona Rahman Emma Winter Reporting Manager Assistant Reporting Manager For & on behalf of i2 Analytical Ltd. For & on behalf of i2 Analytical Ltd.
Other office located at: ul. Pionierów 39, 41 -711 Ruda Śląska, Poland
Standard sample disposal times, unless otherwise agreed with the laboratory, are : soils - 4 weeks from reporting leachates - 2 weeks from reporting waters - 2 weeks from reporting asbestos - 6 months from reporting Excel copies of reports are only valid when accompanied by this PDF certificate.
Iss No 15-83303-1 This certificate should not be reproduced, except in full, without the express permission of the laboratory. The results included within the report are representative of the samples submitted for analysis. Page 1 of 10 Analytical Report Number: 15-83303 Project / Site name: Branston Lock Development
Lab Sample Number 511070 511071 511072 511073 511074 Sample Reference P1-BH01 P1-BH01 P1-BH01A P1-BH01A P1-BH01A Sample Number None Supplied None Supplied None Supplied None Supplied None Supplied Depth (m) 0.50 1.00 0.20 0.50 0.70 Date Sampled 12/11/2015 12/11/2015 12/11/2015 12/11/2015 12/11/2015 Time Taken None Supplied None Supplied None Supplied None Supplied None Supplied Accreditation Accreditation detection Limit of Limit Status Analytical Parameter Units (Soil Analysis)
Stone Content % 0.1 NONE < 0.1 < 0.1 - < 0.1 < 0.1 Moisture Content % N/A NONE 15 14 - 13 8.2 Total mass of sample received kg 0.001 NONE 1.6 2.0 - 2.0 2.0
Asbestos in Soil Type N/A ISO 17025 - - Not-detected - -
General Inorganics pH pH Units N/A MCERTS 6.8 - - - 7.7 Total Cyanide mg/kg 1 MCERTS < 1 - - - < 1 Free Cyanide mg/kg 1 NONE < 1 - - - < 1 Thiocyanate as SCN mg/kg 5 NONE < 5.0 - - - < 5.0 Total Sulphate as SO4 mg/kg 50 MCERTS 1900 - - - 1100 Sulphide mg/kg 1 MCERTS < 1.0 - - - 12 Total Sulphur mg/kg 50 NONE 1600 - - - 1200
Total Phenols Total Phenols (monohydric) mg/kg 1 MCERTS < 1.0 - - - < 1.0
Speciated PAHs Naphthalene mg/kg 0.05 MCERTS < 0.05 - - - < 0.05 Acenaphthylene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10 Acenaphthene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10 Fluorene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10 Phenanthrene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10 Anthracene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10 Fluoranthene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10 Pyrene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10 Benzo(a)anthracene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10 Chrysene mg/kg 0.05 MCERTS < 0.05 - - - < 0.05 Benzo(b)fluoranthene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10 Benzo(k)fluoranthene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10 Benzo(a)pyrene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10 Indeno(1,2,3-cd)pyrene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10 Dibenz(a,h)anthracene mg/kg 0.1 MCERTS < 0.10 - - - < 0.10 Benzo(ghi)perylene mg/kg 0.05 MCERTS < 0.05 - - - < 0.05
Total PAH Speciated Total EPA-16 PAHs mg/kg 1.6 MCERTS < 1.60 - - - < 1.60
Heavy Metals / Metalloids Arsenic (aqua regia extractable) mg/kg 1 MCERTS 5.3 - - - 18 Boron (water soluble) mg/kg 0.2 MCERTS 1.9 - - - 3.5 Cadmium (aqua regia extractable) mg/kg 0.2 MCERTS < 0.2 - - - < 0.2 Chromium (hexavalent) mg/kg 4 MCERTS < 4.0 - - - < 4.0 Chromium (aqua regia extractable) mg/kg 1 MCERTS 11 - - - 10 Copper (aqua regia extractable) mg/kg 1 MCERTS 7.7 - - - 120 Lead (aqua regia extractable) mg/kg 1 MCERTS 13 - - - 140 Mercury (aqua regia extractable) mg/kg 0.3 MCERTS < 0.3 - - - < 0.3 Nickel (aqua regia extractable) mg/kg 1 MCERTS 9.5 - - - 46 Selenium (aqua regia extractable) mg/kg 1 MCERTS < 1.0 - - - < 1.0 Zinc (aqua regia extractable) mg/kg 1 MCERTS 22 - - - 84
Iss No 15-83303-1 This certificate should not be reproduced, except in full, without the express permission of the laboratory. The results included within the report are representative of the samples submitted for analysis. Page 2 of 10 Analytical Report Number: 15-83303 Project / Site name: Branston Lock Development
Lab Sample Number 511070 511071 511072 511073 511074 Sample Reference P1-BH01 P1-BH01 P1-BH01A P1-BH01A P1-BH01A Sample Number None Supplied None Supplied None Supplied None Supplied None Supplied Depth (m) 0.50 1.00 0.20 0.50 0.70 Date Sampled 12/11/2015 12/11/2015 12/11/2015 12/11/2015 12/11/2015 Time Taken None Supplied None Supplied None Supplied None Supplied None Supplied Accreditation Accreditation detection Limit of Limit Status Analytical Parameter Units (Soil Analysis)
Monoaromatics Benzene µg/kg 1 MCERTS < 1.0 < 1.0 - < 1.0 < 1.0 Toluene µg/kg 1 MCERTS < 1.0 < 1.0 - < 1.0 < 1.0 Ethylbenzene µg/kg 1 MCERTS < 1.0 < 1.0 - < 1.0 < 1.0 p & m-xylene µg/kg 1 MCERTS < 1.0 < 1.0 - < 1.0 < 1.0 o-xylene µg/kg 1 MCERTS < 1.0 < 1.0 - < 1.0 < 1.0 MTBE (Methyl Tertiary Butyl Ether) µg/kg 1 MCERTS < 1.0 < 1.0 - < 1.0 < 1.0
Petroleum Hydrocarbons
TPH-CWG - Aliphatic >EC5 - EC6 mg/kg 0.1 MCERTS < 0.1 < 0.1 - < 0.1 < 0.1 TPH-CWG - Aliphatic >EC6 - EC8 mg/kg 0.1 MCERTS < 0.1 < 0.1 - < 0.1 < 0.1 TPH-CWG - Aliphatic >EC8 - EC10 mg/kg 0.1 MCERTS < 0.1 < 0.1 - < 0.1 < 0.1 TPH-CWG - Aliphatic >EC10 - EC12 mg/kg 1 MCERTS < 1.0 < 1.0 - < 1.0 < 1.0 TPH-CWG - Aliphatic >EC12 - EC16 mg/kg 2 MCERTS < 2.0 < 2.0 - < 2.0 < 2.0 TPH-CWG - Aliphatic >EC16 - EC21 mg/kg 8 MCERTS < 8.0 < 8.0 - < 8.0 < 8.0 TPH-CWG - Aliphatic >EC21 - EC35 mg/kg 8 MCERTS < 8.0 < 8.0 - < 8.0 < 8.0 TPH-CWG - Aliphatic (EC5 - EC35) mg/kg 10 MCERTS < 10 < 10 - < 10 < 10
TPH-CWG - Aromatic >EC5 - EC7 mg/kg 0.1 MCERTS < 0.1 < 0.1 - < 0.1 < 0.1 TPH-CWG - Aromatic >EC7 - EC8 mg/kg 0.1 MCERTS < 0.1 < 0.1 - < 0.1 < 0.1 TPH-CWG - Aromatic >EC8 - EC10 mg/kg 0.1 MCERTS < 0.1 < 0.1 - < 0.1 < 0.1 TPH-CWG - Aromatic >EC10 - EC12 mg/kg 1 MCERTS < 1.0 < 1.0 - < 1.0 < 1.0 TPH-CWG - Aromatic >EC12 - EC16 mg/kg 2 MCERTS < 2.0 < 2.0 - < 2.0 < 2.0 TPH-CWG - Aromatic >EC16 - EC21 mg/kg 10 MCERTS < 10 < 10 - < 10 < 10 TPH-CWG - Aromatic >EC21 - EC35 mg/kg 10 MCERTS < 10 < 10 - < 10 < 10 TPH-CWG - Aromatic (EC5 - EC35) mg/kg 10 MCERTS < 10 < 10 - < 10 < 10
Iss No 15-83303-1 This certificate should not be reproduced, except in full, without the express permission of the laboratory. The results included within the report are representative of the samples submitted for analysis. Page 3 of 10 Analytical Report Number: 15-83303 Project / Site name: Branston Lock Development
Lab Sample Number 511075 511076 511077 511078 511079 Sample Reference P1-BH02 P1-BH02 P1-WS01 P1-WS02 P1-WS04 Sample Number None Supplied None Supplied None Supplied None Supplied None Supplied Depth (m) 0.20 0.50 0.20 0.20 0.50 Date Sampled 17/11/2015 17/11/2015 16/11/2015 16/11/2015 17/11/2015 Time Taken None Supplied None Supplied None Supplied None Supplied None Supplied Accreditation Accreditation detection Limit of Limit Status Analytical Parameter Units (Soil Analysis)
Stone Content % 0.1 NONE < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 Moisture Content % N/A NONE 16 13 17 16 8.5 Total mass of sample received kg 0.001 NONE 1.7 1.7 1.5 1.6 1.7
Asbestos in Soil Type N/A ISO 17025 - Not-detected - - -
General Inorganics pH pH Units N/A MCERTS - 7.2 - 6.6 7.3 Total Cyanide mg/kg 1 MCERTS - < 1 - 1 < 1 Free Cyanide mg/kg 1 NONE - < 1 - 1 < 1 Thiocyanate as SCN mg/kg 5 NONE - < 5.0 - < 5.0 < 5.0 Total Sulphate as SO4 mg/kg 50 MCERTS - 950 - 870 350 Sulphide mg/kg 1 MCERTS - < 1.0 - < 1.0 < 1.0 Total Sulphur mg/kg 50 NONE - 530 - 700 200
Total Phenols Total Phenols (monohydric) mg/kg 1 MCERTS - < 1.0 - < 1.0 < 1.0
Speciated PAHs Naphthalene mg/kg 0.05 MCERTS - < 0.05 - < 0.05 < 0.05 Acenaphthylene mg/kg 0.1 MCERTS - < 0.10 - < 0.10 < 0.10 Acenaphthene mg/kg 0.1 MCERTS - < 0.10 - < 0.10 < 0.10 Fluorene mg/kg 0.1 MCERTS - < 0.10 - < 0.10 < 0.10 Phenanthrene mg/kg 0.1 MCERTS - 0.69 - < 0.10 < 0.10 Anthracene mg/kg 0.1 MCERTS - 0.14 - < 0.10 < 0.10 Fluoranthene mg/kg 0.1 MCERTS - 2.4 - < 0.10 < 0.10 Pyrene mg/kg 0.1 MCERTS - 2.1 - < 0.10 < 0.10 Benzo(a)anthracene mg/kg 0.1 MCERTS - 1.2 - < 0.10 < 0.10 Chrysene mg/kg 0.05 MCERTS - 1.4 - < 0.05 < 0.05 Benzo(b)fluoranthene mg/kg 0.1 MCERTS - 1.2 - < 0.10 < 0.10 Benzo(k)fluoranthene mg/kg 0.1 MCERTS - 1.1 - < 0.10 < 0.10 Benzo(a)pyrene mg/kg 0.1 MCERTS - 1.2 - < 0.10 < 0.10 Indeno(1,2,3-cd)pyrene mg/kg 0.1 MCERTS - 0.47 - < 0.10 < 0.10 Dibenz(a,h)anthracene mg/kg 0.1 MCERTS - < 0.10 - < 0.10 < 0.10 Benzo(ghi)perylene mg/kg 0.05 MCERTS - 0.51 - < 0.05 < 0.05
Total PAH Speciated Total EPA-16 PAHs mg/kg 1.6 MCERTS - 12.3 - < 1.60 < 1.60
Heavy Metals / Metalloids Arsenic (aqua regia extractable) mg/kg 1 MCERTS - 13 - 1.1 2.2 Boron (water soluble) mg/kg 0.2 MCERTS - 2.3 - 0.9 < 0.2 Cadmium (aqua regia extractable) mg/kg 0.2 MCERTS - 0.4 - 0.4 < 0.2 Chromium (hexavalent) mg/kg 4 MCERTS - < 4.0 - < 4.0 < 4.0 Chromium (aqua regia extractable) mg/kg 1 MCERTS - 14 - 9.2 11 Copper (aqua regia extractable) mg/kg 1 MCERTS - 61 - 18 6.5 Lead (aqua regia extractable) mg/kg 1 MCERTS - 200 - 41 14 Mercury (aqua regia extractable) mg/kg 0.3 MCERTS - < 0.3 - < 0.3 < 0.3 Nickel (aqua regia extractable) mg/kg 1 MCERTS - 20 - 6.6 7.7 Selenium (aqua regia extractable) mg/kg 1 MCERTS - < 1.0 - < 1.0 < 1.0 Zinc (aqua regia extractable) mg/kg 1 MCERTS - 170 - 44 34
Iss No 15-83303-1 This certificate should not be reproduced, except in full, without the express permission of the laboratory. The results included within the report are representative of the samples submitted for analysis. Page 4 of 10 Analytical Report Number: 15-83303 Project / Site name: Branston Lock Development
Lab Sample Number 511075 511076 511077 511078 511079 Sample Reference P1-BH02 P1-BH02 P1-WS01 P1-WS02 P1-WS04 Sample Number None Supplied None Supplied None Supplied None Supplied None Supplied Depth (m) 0.20 0.50 0.20 0.20 0.50 Date Sampled 17/11/2015 17/11/2015 16/11/2015 16/11/2015 17/11/2015 Time Taken None Supplied None Supplied None Supplied None Supplied None Supplied Accreditation Accreditation detection Limit of Limit Status Analytical Parameter Units (Soil Analysis)
StoneMonoaromatics Content % 0.1 NONE Benzene µg/kg 1 MCERTS < 1.0 < 1.0 < 1.0 < 1.0 < 1.0 Toluene µg/kg 1 MCERTS < 1.0 < 1.0 < 1.0 < 1.0 < 1.0 Ethylbenzene µg/kg 1 MCERTS < 1.0 < 1.0 < 1.0 < 1.0 < 1.0 p & m-xylene µg/kg 1 MCERTS < 1.0 < 1.0 < 1.0 < 1.0 < 1.0 o-xylene µg/kg 1 MCERTS < 1.0 < 1.0 < 1.0 < 1.0 < 1.0 MTBE (Methyl Tertiary Butyl Ether) µg/kg 1 MCERTS < 1.0 < 1.0 < 1.0 < 1.0 < 1.0
Petroleum Hydrocarbons
TPH-CWG - Aliphatic >EC5 - EC6 mg/kg 0.1 MCERTS < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 TPH-CWG - Aliphatic >EC6 - EC8 mg/kg 0.1 MCERTS < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 TPH-CWG - Aliphatic >EC8 - EC10 mg/kg 0.1 MCERTS < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 TPH-CWG - Aliphatic >EC10 - EC12 mg/kg 1 MCERTS < 1.0 < 1.0 < 1.0 < 1.0 < 1.0 TPH-CWG - Aliphatic >EC12 - EC16 mg/kg 2 MCERTS < 2.0 < 2.0 < 2.0 < 2.0 < 2.0 TPH-CWG - Aliphatic >EC16 - EC21 mg/kg 8 MCERTS < 8.0 < 8.0 < 8.0 < 8.0 < 8.0 TPH-CWG - Aliphatic >EC21 - EC35 mg/kg 8 MCERTS 27 11 < 8.0 < 8.0 < 8.0 TPH-CWG - Aliphatic (EC5 - EC35) mg/kg 10 MCERTS 30 11 < 10 < 10 < 10
TPH-CWG - Aromatic >EC5 - EC7 mg/kg 0.1 MCERTS < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 TPH-CWG - Aromatic >EC7 - EC8 mg/kg 0.1 MCERTS < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 TPH-CWG - Aromatic >EC8 - EC10 mg/kg 0.1 MCERTS < 0.1 < 0.1 < 0.1 < 0.1 < 0.1 TPH-CWG - Aromatic >EC10 - EC12 mg/kg 1 MCERTS < 1.0 < 1.0 < 1.0 < 1.0 < 1.0 TPH-CWG - Aromatic >EC12 - EC16 mg/kg 2 MCERTS 4.6 2.8 < 2.0 < 2.0 < 2.0 TPH-CWG - Aromatic >EC16 - EC21 mg/kg 10 MCERTS 26 19 < 10 < 10 < 10 TPH-CWG - Aromatic >EC21 - EC35 mg/kg 10 MCERTS 87 41 < 10 < 10 < 10 TPH-CWG - Aromatic (EC5 - EC35) mg/kg 10 MCERTS 120 63 < 10 < 10 < 10
Iss No 15-83303-1 This certificate should not be reproduced, except in full, without the express permission of the laboratory. The results included within the report are representative of the samples submitted for analysis. Page 5 of 10 Analytical Report Number: 15-83303 Project / Site name: Branston Lock Development
Lab Sample Number 511080 511081 511082 511083 511084 Sample Reference P1-WS06 P1-WS06 P1-WS06 P1-HP01 P1-HP01 Sample Number None Supplied None Supplied None Supplied None Supplied None Supplied Depth (m) 0.10 0.20 1.00 0.20 0.50 Date Sampled 17/11/2015 17/11/2015 17/11/2015 17/11/2015 17/11/2015 Time Taken None Supplied None Supplied None Supplied None Supplied None Supplied Accreditation Accreditation detection Limit of Limit Status Analytical Parameter Units (Soil Analysis)
Stone Content % 0.1 NONE < 0.1 < 0.1 < 0.1 < 0.1 - Moisture Content % N/A NONE 7.4 11 9.9 12 - Total mass of sample received kg 0.001 NONE 1.2 1.7 1.8 1.6 -
Asbestos in Soil Type N/A ISO 17025 - - Not-detected - Not-detected
General Inorganics pH pH Units N/A MCERTS - 7.6 7.7 - - Total Cyanide mg/kg 1 MCERTS - < 1 < 1 - - Free Cyanide mg/kg 1 NONE - < 1 < 1 - - Thiocyanate as SCN mg/kg 5 NONE - < 5.0 < 5.0 - - Total Sulphate as SO4 mg/kg 50 MCERTS - 10000 5000 - - Sulphide mg/kg 1 MCERTS - < 1.0 < 1.0 - - Total Sulphur mg/kg 50 NONE - 3400 1700 - -
Total Phenols Total Phenols (monohydric) mg/kg 1 MCERTS - < 1.0 < 1.0 - -
Speciated PAHs Naphthalene mg/kg 0.05 MCERTS - < 0.05 < 0.05 - - Acenaphthylene mg/kg 0.1 MCERTS - < 0.10 < 0.10 - - Acenaphthene mg/kg 0.1 MCERTS - 0.46 < 0.10 - - Fluorene mg/kg 0.1 MCERTS - 0.45 < 0.10 - - Phenanthrene mg/kg 0.1 MCERTS - 3.7 < 0.10 - - Anthracene mg/kg 0.1 MCERTS - 1.3 < 0.10 - - Fluoranthene mg/kg 0.1 MCERTS - 4.8 0.24 - - Pyrene mg/kg 0.1 MCERTS - 3.7 0.26 - - Benzo(a)anthracene mg/kg 0.1 MCERTS - 1.7 < 0.10 - - Chrysene mg/kg 0.05 MCERTS - 1.4 < 0.05 - - Benzo(b)fluoranthene mg/kg 0.1 MCERTS - 1.5 < 0.10 - - Benzo(k)fluoranthene mg/kg 0.1 MCERTS - 0.87 < 0.10 - - Benzo(a)pyrene mg/kg 0.1 MCERTS - 1.2 < 0.10 - - Indeno(1,2,3-cd)pyrene mg/kg 0.1 MCERTS - 0.56 < 0.10 - - Dibenz(a,h)anthracene mg/kg 0.1 MCERTS - < 0.10 < 0.10 - - Benzo(ghi)perylene mg/kg 0.05 MCERTS - 0.61 < 0.05 - -
Total PAH Speciated Total EPA-16 PAHs mg/kg 1.6 MCERTS - 22.2 < 1.60 - -
Heavy Metals / Metalloids Arsenic (aqua regia extractable) mg/kg 1 MCERTS - 1.8 7.1 - - Boron (water soluble) mg/kg 0.2 MCERTS - < 0.2 0.3 - - Cadmium (aqua regia extractable) mg/kg 0.2 MCERTS - < 0.2 < 0.2 - - Chromium (hexavalent) mg/kg 4 MCERTS - < 4.0 < 4.0 - - Chromium (aqua regia extractable) mg/kg 1 MCERTS - 23 22 - - Copper (aqua regia extractable) mg/kg 1 MCERTS - 30 16 - - Lead (aqua regia extractable) mg/kg 1 MCERTS - 8.8 12 - - Mercury (aqua regia extractable) mg/kg 0.3 MCERTS - < 0.3 < 0.3 - - Nickel (aqua regia extractable) mg/kg 1 MCERTS - 20 22 - - Selenium (aqua regia extractable) mg/kg 1 MCERTS - < 1.0 < 1.0 - - Zinc (aqua regia extractable) mg/kg 1 MCERTS - 40 48 - -
Iss No 15-83303-1 This certificate should not be reproduced, except in full, without the express permission of the laboratory. The results included within the report are representative of the samples submitted for analysis. Page 6 of 10 Analytical Report Number: 15-83303 Project / Site name: Branston Lock Development
Lab Sample Number 511080 511081 511082 511083 511084 Sample Reference P1-WS06 P1-WS06 P1-WS06 P1-HP01 P1-HP01 Sample Number None Supplied None Supplied None Supplied None Supplied None Supplied Depth (m) 0.10 0.20 1.00 0.20 0.50 Date Sampled 17/11/2015 17/11/2015 17/11/2015 17/11/2015 17/11/2015 Time Taken None Supplied None Supplied None Supplied None Supplied None Supplied Accreditation Accreditation detection Limit of Limit Status Analytical Parameter Units (Soil Analysis)
StoneMonoaromatics Content % 0.1 NONE Benzene µg/kg 1 MCERTS < 1.0 < 1.0 < 1.0 < 1.0 - Toluene µg/kg 1 MCERTS < 1.0 < 1.0 < 1.0 < 1.0 - Ethylbenzene µg/kg 1 MCERTS < 1.0 < 1.0 < 1.0 < 1.0 - p & m-xylene µg/kg 1 MCERTS < 1.0 < 1.0 < 1.0 < 1.0 - o-xylene µg/kg 1 MCERTS < 1.0 < 1.0 < 1.0 < 1.0 - MTBE (Methyl Tertiary Butyl Ether) µg/kg 1 MCERTS < 1.0 < 1.0 < 1.0 < 1.0 -
Petroleum Hydrocarbons
TPH-CWG - Aliphatic >EC5 - EC6 mg/kg 0.1 MCERTS < 0.1 < 0.1 < 0.1 < 0.1 - TPH-CWG - Aliphatic >EC6 - EC8 mg/kg 0.1 MCERTS < 0.1 < 0.1 < 0.1 < 0.1 - TPH-CWG - Aliphatic >EC8 - EC10 mg/kg 0.1 MCERTS < 0.1 < 0.1 < 0.1 < 0.1 - TPH-CWG - Aliphatic >EC10 - EC12 mg/kg 1 MCERTS < 1.0 < 1.0 < 1.0 < 1.0 - TPH-CWG - Aliphatic >EC12 - EC16 mg/kg 2 MCERTS < 2.0 < 2.0 < 2.0 < 2.0 - TPH-CWG - Aliphatic >EC16 - EC21 mg/kg 8 MCERTS < 8.0 < 8.0 < 8.0 < 8.0 - TPH-CWG - Aliphatic >EC21 - EC35 mg/kg 8 MCERTS 470 43 < 8.0 10 - TPH-CWG - Aliphatic (EC5 - EC35) mg/kg 10 MCERTS 480 46 < 10 13 -
TPH-CWG - Aromatic >EC5 - EC7 mg/kg 0.1 MCERTS < 0.1 < 0.1 < 0.1 < 0.1 - TPH-CWG - Aromatic >EC7 - EC8 mg/kg 0.1 MCERTS < 0.1 < 0.1 < 0.1 < 0.1 - TPH-CWG - Aromatic >EC8 - EC10 mg/kg 0.1 MCERTS < 0.1 < 0.1 < 0.1 < 0.1 - TPH-CWG - Aromatic >EC10 - EC12 mg/kg 1 MCERTS < 1.0 1.2 < 1.0 < 1.0 - TPH-CWG - Aromatic >EC12 - EC16 mg/kg 2 MCERTS < 2.0 7.4 < 2.0 < 2.0 - TPH-CWG - Aromatic >EC16 - EC21 mg/kg 10 MCERTS < 10 21 < 10 < 10 - TPH-CWG - Aromatic >EC21 - EC35 mg/kg 10 MCERTS 830 49 < 10 25 - TPH-CWG - Aromatic (EC5 - EC35) mg/kg 10 MCERTS 830 79 < 10 35 -
Iss No 15-83303-1 This certificate should not be reproduced, except in full, without the express permission of the laboratory. The results included within the report are representative of the samples submitted for analysis. Page 7 of 10 Analytical Report Number : 15-83303 Project / Site name: Branston Lock Development
* These descriptions are only intended to act as a cross check if sample identities are questioned. The major constituent of the sample is intended to act with respect to MCERTS validation. The laboratory is accredited for sand, clay and loam (MCERTS) soil types. Data for unaccredited types of solid should be interpreted with care.
Stone content of a sample is calculated as the % weight of the stones not passing a 10 mm sieve. Results are not corrected for stone content.
Lab Sample Sample Sample Depth (m) Sample Description * Number Reference Number
511070 P1-BH01 None Supplied 0.50 Brown loam and sand. 511071 P1-BH01 None Supplied 1.00 Brown sand with gravel. 511072 P1-BH01A None Supplied 0.20 - 511073 P1-BH01A None Supplied 0.50 Brown loam and sand with gravel and vegetation. 511074 P1-BH01A None Supplied 0.70 Brown loam and sand with gravel and vegetation. 511075 P1-BH02 None Supplied 0.20 Brown loam and sand with gravel and vegetation. 511076 P1-BH02 None Supplied 0.50 Brown loam and sand with gravel and vegetation. 511077 P1-WS01 None Supplied 0.20 Brown loam and clay with vegetation. 511078 P1-WS02 None Supplied 0.20 Brown loam and sand with gravel and vegetation. 511079 P1-WS04 None Supplied 0.50 Light brown loam and sand with gravel. 511080 P1-WS06 None Supplied 0.10 Brown gravelly loam with vegetation. 511081 P1-WS06 None Supplied 0.20 Light brown loam and clay with gravel. 511082 P1-WS06 None Supplied 1.00 Light brown loam and sand with gravel. 511083 P1-HP01 None Supplied 0.20 Brown loam and sand with gravel and vegetation. 511084 P1-HP01 None Supplied 0.50 -
Iss No 15-83303-1 This certificate should not be reproduced, except in full, without the express permission of the laboratory. The results included within the report are representative of the samples submitted for analysis. Page 8 of 10 Analytical Report Number : 15-83303 Project / Site name: Branston Lock Development Water matrix abbreviations: Surface Water (SW) Potable Water (PW) Ground Water (GW)
Method Wet / Dry Accreditation Analytical Test Name Analytical Method Description Analytical Method Reference number Analysis Status
Asbestos identification in soil Asbestos Identification with the use of polarised In house method based on HSG 248 A001-PL D ISO 17025 light microscopy in conjunction with disperion staining techniques.
Boron, water soluble, in soil Determination of water soluble boron in soil by hot In-house method based on Second Site L038-PL D MCERTS water extract followed by ICP-OES. Properties version 3
BTEX and MTBE in soil Determination of BTEX in soil by headspace GC-MS. In-house method based on USEPA8260 L073B-PL W MCERTS
Free cyanide in soil Determination of free cyanide by distillation In-house method based on Examination of L080-PL W NONE followed by colorimetry. Water and Wastewater 20th Edition: Clesceri, Greenberg & Eaton (Skalar)
Hexavalent chromium in soil Determination of hexavalent chromium in soil by In-house method L080-PL W MCERTS extraction in water then by acidification, addition of 1,5 diphenylcarbazide followed by colorimetry.
Metals in soil by ICP-OES Determination of metals in soil by aqua-regia In-house method based on MEWAM 2006 L038-PL D MCERTS digestion followed by ICP-OES. Methods for the Determination of Metals in Soil.
Moisture Content Moisture content, determined gravimetrically. In-house method based on BS1377 Part 3, L019-UK/PL W NONE 1990, Chemical and Electrochemical Tests
Monohydric phenols in soil Determination of phenols in soil by extraction with In-house method based on Examination of L080-PL W MCERTS sodium hydroxide followed by distillation followed Water and Wastewater 20th Edition: by colorimetry. Clesceri, Greenberg & Eaton (skalar) pH in soil (automated) Determination of pH in soil by addition of water In-house method based on BS1377 Part 3, L099-PL D MCERTS followed by electrometric measurement. 1990, Chemical and Electrochemical Tests
Speciated EPA-16 PAHs in soil Determination of PAH compounds in soil by In-house method based on USEPA 8270 L064-PL D MCERTS extraction in dichloromethane and hexane followed by GC-MS with the use of surrogate and internal standards. Stones content of soil Standard preparation for all samples unless In-house method based on British Standard L019-UK/PL D NONE otherwise detailed. Gravimetric determination of Methods and MCERTS requirements. stone > 10 mm as % dry weight.
Sulphide in soil Determination of sulphide in soil by acidification In-house method L010-PL D MCERTS and heating to liberate hydrogen sulphide, trapped in an alkaline solution then assayed by ion selective electrode. Thiocyanate in soil Determination of thiocyanate in soil by extraction In-house method L049-PL D NONE in caustic soda followed by acidification followed by addition of ferric nitrate followed by spectrophotometer. Total cyanide in soil Determination of total cyanide by distillation In-house method based on Examination of L080-PL W MCERTS followed by colorimetry. Water and Wastewater 20th Edition: Clesceri, Greenberg & Eaton (Skalar)
Total sulphate (as SO4 in soil) Determination of total sulphate in soil by extraction In-house method based on BS1377 Part 3, L038-PL D MCERTS with 10% HCl followed by ICP-OES. 1990, Chemical and Electrochemical Tests
Total Sulphur in soil Determination of total sulphur in soil by extraction In-house method based on BS1377 Part 3, L038-PL D NONE with aqua-regia, potassium bromide/bromate 1990, and MEWAM 2006 Methods for the followed by ICP-OES. Determination of Metals in Soil
TPHCWG (Soil) Determination of hexane extractable hydrocarbons In-house method L076-PL W MCERTS in soil by GC-MS/GC-FID.
Iss No 15-83303-1 This certificate should not be reproduced, except in full, without the express permission of the laboratory. The results included within the report are representative of the samples submitted for analysis. Page 9 of 10 Analytical Report Number : 15-83303 Project / Site name: Branston Lock Development Water matrix abbreviations: Surface Water (SW) Potable Water (PW) Ground Water (GW)
Method Wet / Dry Accreditation Analytical Test Name Analytical Method Description Analytical Method Reference number Analysis Status
For method numbers ending in 'UK' analysis have been carried out in our laboratory in the United Kingdom. For method numbers ending in 'PL' analysis have been carried out in our laboratory in Poland. Soil analytical results are expressed on a dry weight basis. Where analysis is carried out on as-received the results obtained are multiplied by a moisture correction factor that is determined gravimetrically using the moisture content which is carried out at a maximum of 30oC.
Iss No 15-83303-1 This certificate should not be reproduced, except in full, without the express permission of the laboratory. The results included within the report are representative of the samples submitted for analysis. Page 10 of 10 i2 Analytical Telephone: 01923 225404 7 Woodshots Meadow Fax: 01923 237404 Croxley Green Business Park email:[email protected] Watford, WD18 8YS
Waste Acceptance Criteria Analytical Results Report No: 15-83305
Client: CCGROUND
Location Branston Lock Development Landfill Waste Acceptance Criteria Lab Reference (Sample Number) 511097 Limits Sampling Date 17/11/2015 Stable Non- Sample ID P1-WS06 reactive Inert Waste HAZARDOUS Hazardous Landfill waste in non- Waste Landfill Depth (m) 0.50 hazardous Landfill Solid Waste Analysis TOC (%)** 0.3 3% 5% 6% Loss on Ignition (%) ** - -- -- 10% BTEX (µg/kg) ** - 6000 -- -- Sum of PCBs (mg/kg) ** - 1 -- -- Mineral Oil (mg/kg) - 500 -- -- Total PAH (WAC-17) (mg/kg) - 100 -- -- pH (units)** 6.6 -- >6 -- Acid Neutralisation Capacity (mol / kg) -0.37 -- To be evaluated To be evaluated Limit values for compliance leaching test Eluate Analysis 2:1 8:1 Cumulative 10:1 using BS EN 12457-3 at L/S 10 l/kg (mg/kg) (BS EN 12457 - 3 preparation utilising end over end leaching procedure) mg/l mg/l mg/kg
Arsenic * < 0.010 < 0.010 < 0.050 0.5 2 25 Barium * 0.090 0.055 0.59 20 100 300 Cadmium * < 0.0005 < 0.0005 < 0.0020 0.04 1 5 Chromium * < 0.0010 0.0012 0.012 0.5 10 70 Copper * 0.0088 0.0066 0.069 2 50 100 Mercury * < 0.0015 < 0.0015 < 0.010 0.01 0.2 2 Molybdenum * < 0.0030 < 0.0030 < 0.020 0.5 10 30 Nickel * < 0.0010 < 0.0010 < 0.0050 0.4 10 40 Lead * 0.0050 < 0.0050 < 0.020 0.5 10 50 Antimony * < 0.0050 < 0.0050 0.045 0.06 0.7 5 Selenium * < 0.010 < 0.010 < 0.040 0.1 0.5 7 Zinc * 0.0028 < 0.0010 < 0.020 4 50 200 Chloride * < 4.0 < 4.0 < 15 800 4000 25000 Fluoride 0.64 0.61 6.1 10 150 500 Sulphate * 620 90 1600 1000 20000 50000 TDS 620 160 2200 4000 60000 100000 Phenol Index (Monhydric Phenols) * < 0.13 < 0.13 < 0.50 1 - -
DOC 3.3 1.5 18 500 800 1000
Leach Test Information
Stone Content (%) < 0.1 0 Sample Mass (kg) 1.7 Dry Matter (%) 90 Moisture (%) 10 Stage 1 Volume Eluate L2 (litres) 0.33 Filtered Eluate VE1 (litres) 0.24
Results are expressed on a dry weight basis, after correction for moisture content where applicable Stated limits are for guidance only and I2 cannot be held responsible for any discrepencies with current legislation *= UKAS accredited (liquid eluate analysis only) ** = MCERTS accrediited
Iss No 15-83305-1 This certificate should not be reproduced, except in full, without the express permission of the laboratory. The results included within the report are representative of the samples submitted for analysis. Page 3 of 5 Analytical Report Number : 15-83305 Project / Site name: Branston Lock Development
* These descriptions are only intended to act as a cross check if sample identities are questioned. The major constituent of the sample is intended to act with respect to MCERTS validation. The laboratory is accredited for sand, clay and loam (MCERTS) soil types. Data for unaccredited types of solid should be interpreted with care.
Stone content of a sample is calculated as the % weight of the stones not passing a 10 mm sieve. Results are not corrected for stone content.
Lab Sample Sample Sample Depth (m) Sample Description * Number Reference Number
511096 P1-BH02 None Supplied 0.90 Brown sandy loam with gravel. 511097 P1-WS06 None Supplied 0.50 Brown loam and clay with gravel.
Iss No 15-83305-1 This certificate should not be reproduced, except in full, without the express permission of the laboratory. The results included within the report are representative of the samples submitted for analysis. Page 4 of 5 Analytical Report Number : 15-83305 Project / Site name: Branston Lock Development Water matrix abbreviations: Surface Water (SW) Potable Water (PW) Ground Water (GW)
Method Wet / Dry Accreditation Analytical Test Name Analytical Method Description Analytical Method Reference number Analysis Status
Acid neutralisation capacity of soil Determination of acid neutralisation capacity by In-house method based on Guidance an L046-PL W NONE addition of acid or alkali followed by electronic Sampling and Testing of Wastes to Meet probe. Landfill Waste Acceptance
Chloride in WAC leachate (BS EN Determination of Chloride colorimetrically by In house based on MEWAM Method ISBN L082-PL W ISO 17025 12457-3 Prep) discrete analyser. 0117516260.
DOC in WAC leachate (BS EN 12457- Determination of dissolved organic carbon in In-house method based on Standard L037-PL W NONE 3 Prep) leachate by TOC/DOC NDIR analyser. Methods for the Examination of Water and Waste Water, 21st Ed.
Fluoride in WAC leachate (BS EN Determination of fluoride in leachate by 1:1ratio In-house method based on Standard L033-PL W NONE 12457-3 Prep) with a buffer solution followed by Ion Selective Methods for the Examination of Water and Electrode. Waste Water, 21st Ed.
Metals in WAC leachate (BS EN 12457- Determination of metals in leachate by acidification In-house method based on Standard L039-PL W ISO 17025 3 Prep) followed by ICP-OES. Methods for the Examination of Water and Waste Water, 21st Ed.
Moisture Content Moisture content, determined gravimetrically. In-house method based on BS1377 Part 3, L019-UK/PL W NONE 1990, Chemical and Electrochemical Tests
pH in soil Determination of pH in soil by addition of water In-house method based on BS1377 Part 3, L005-PL W MCERTS followed by electrometric measurement. 1990, Chemical and Electrochemical Tests
Phenol Index in WAC leachate (BS EN Determination of monohydric phenols in leachate In-house method based on Examination of L080-PL W ISO 17025 12457-3 Prep) by continuous flow analyser. Water and Wastewater 20th Edition: Clesceri, Greenberg & Eaton (skalar)
Stones content of soil Standard preparation for all samples unless In-house method based on British Standard L019-UK/PL D NONE otherwise detailed. Gravimetric determination of Methods and MCERTS requirements. stone > 10 mm as % dry weight.
Sulphate in WAC leachate (BS EN Determination of sulphate in leachate by In-house method based on Standard L039-PL W ISO 17025 12457-3 Prep) acidification followed by ICP-OES. Methods for the Examination of Water and Waste Water, 21st Ed.
TDS in WAC leachate (BS EN 12457-3 Determination of total dissolved solids in leachate In-house method based on Standard L004-PL W NONE Prep) by electrometric measurement. Methods for the Examination of Water and Waste Water, 21st Ed.
Total organic carbon in soil Determination of organic matter in soil by oxidising In-house method based on BS1377 Part 3, L023-PL D MCERTS with potassium dichromate followed by titration 1990, Chemical and Electrochemical Tests with iron (II) sulphate.
For method numbers ending in 'UK' analysis have been carried out in our laboratory in the United Kingdom. For method numbers ending in 'PL' analysis have been carried out in our laboratory in Poland. Soil analytical results are expressed on a dry weight basis. Where analysis is carried out on as-received the results obtained are multiplied by a moisture correction factor that is determined gravimetrically using the moisture content which is carried out at a maximum of 30oC.
Iss No 15-83305-1 This certificate should not be reproduced, except in full, without the express permission of the laboratory. The results included within the report are representative of the samples submitted for analysis. Page 5 of 5 Iss No 15-83305-1 This certificate should not be reproduced, except in full, without the express permission of the laboratory. The results included within the report are representative of the samples submitted for analysis. Page 1 of 5 CC Ground Investigations Ltd Report C4877
APPENDIX D
Appendix D – SPT Calibration Data